Tracy City Council
February 21, 2023

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

Tracy Transportation Master Plan Update Future 2042
3: International Pkwy & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 140 10 50 390 1000 260 1960 50 660 930 10 Future Volume (veh/h) 20 140 10 50 390 1000 260 1960 50 660 930 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 140 10 50 390 1000 260 1960 50 660 930 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 28 732 52 78 874 1196 598 1948 674 631 1165 386 Arrive On Green 0.02 0.23 0.23 0.05 0.26 0.26 0.71 0.80 0.80 0.19 0.24 0.24 Sat Flow, veh/h 1697 3206 227 1697 3385 2657 1697 4863 1510 3291 4863 1510 Grp Volume(v), veh/h 20 73 77 50 390 1000 260 1960 50 660 930 10 Grp Sat Flow(s),veh/h/ln1697 1692 1741 1697 1692 1329 1697 1621 1510 1646 1621 1510 Q Serve(g_s), s 1.4 4.2 4.3 3.5 11.6 31.0 7.8 48.1 0.8 23.0 21.6 0.2 Cycle Q Clear(g_c), s 1.4 4.2 4.3 3.5 11.6 31.0 7.8 48.1 0.8 23.0 21.6 0.2 Prop In Lane 1.00 0.13 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 28 387 398 78 874 1196 598 1948 674 631 1165 386 V/C Ratio(X) 0.73 0.19 0.19 0.64 0.45 0.84 0.43 1.01 0.07 1.05 0.80 0.03 Avail Cap(c_a), veh/h 71 387 398 254 874 1196 598 1948 674 631 1540 503 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 0.09 0.09 0.09 0.77 0.77 0.77 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.8 37.3 37.4 56.2 37.3 29.1 12.6 11.9 6.2 48.5 42.9 14.1 Incr Delay (d2), s/veh 30.2 0.2 0.2 0.8 0.0 0.5 0.4 19.5 0.2 48.5 5.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.8 1.9 1.5 4.8 12.5 2.4 7.6 0.3 13.4 9.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.9 37.6 37.6 57.0 37.3 29.6 13.0 31.4 6.3 97.0 48.7 14.3 LnGrp LOS F D D E D C B F A F D B
Approach Vol, veh/h 170 1440 2270 1600
Approach Delay, s/veh 43.6 32.7 28.7 68.4
Approach LOS D C C E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 27.0 52.1 9.5 31.4 46.3 32.7 5.9 35.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 23.0 45.0 18.0 18.0 30.0 38.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 25.0 50.1 5.5 6.3 9.8 23.6 3.4 33.0 Green Ext Time (p_c), s 0.0 0.0 0.1 0.5 0.7 5.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
4: International Pkwy & Promontory Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 60 110 110 330 580 280 610 220 10 870 10 Future Volume (veh/h) 10 60 110 110 330 580 280 610 220 10 870 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 60 110 110 330 580 280 610 220 10 870 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 20 416 352 133 534 453 396 1776 792 16 966 431 Arrive On Green 0.01 0.23 0.23 0.08 0.30 0.30 0.23 0.52 0.52 0.01 0.29 0.29 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 60 110 110 330 580 280 610 220 10 870 10 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.7 3.2 7.2 7.7 19.1 36.0 18.2 12.5 7.7 0.7 29.7 0.4 Cycle Q Clear(g_c), s 0.7 3.2 7.2 7.7 19.1 36.0 18.2 12.5 7.7 0.7 29.7 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 20 416 352 133 534 453 396 1776 792 16 966 431 V/C Ratio(X) 0.50 0.14 0.31 0.83 0.62 1.28 0.71 0.34 0.28 0.62 0.90 0.02 Avail Cap(c_a), veh/h 71 450 381 141 534 453 396 1776 792 57 1049 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.12 0.12 0.12 0.57 0.57 0.57 0.81 0.81 0.81 Uniform Delay (d), s/veh 58.9 36.5 38.0 54.5 36.1 42.0 42.2 16.5 9.9 59.2 41.2 18.6 Incr Delay (d2), s/veh 17.9 0.2 0.5 4.7 0.3 128.4 3.3 0.3 0.5 28.0 11.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.4 2.7 3.4 8.0 29.0 7.7 4.6 3.1 0.4 13.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.8 36.7 38.5 59.2 36.3 170.4 45.5 16.8 10.4 87.2 52.2 18.6 LnGrp LOS E D D E D F D B B F D B
Approach Vol, veh/h 180 1020 1110 890
Approach Delay, s/veh 40.0 115.0 22.8 52.2
Approach LOS D F C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 33.8 40.0 13.4 32.7 5.1 68.7 6.1 40.0 Change Period (Y+Rc), s 5.8 * 5.8 4.0 * 4.7 4.0 5.8 4.7 * 4 Max Green Setting (Gmax), s 24.0 * 37 10.0 * 30 4.0 57.2 5.0 * 36 Max Q Clear Time (g_c+I1), s 20.2 31.7 9.7 9.2 2.7 14.5 2.7 38.0 Green Ext Time (p_c), s 0.3 2.6 0.0 0.6 0.0 5.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 61.4
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
5: Mountain House Parkway/International Pkwy & Old Schulte Road Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 30 220 1140 80 290 70 820 600 100 920 30 Future Volume (veh/h) 30 30 220 1140 80 290 70 820 600 100 920 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 1125 1688 1406 938 1688 1406 1125 1688 1406 1125 1688 1406 Adj Flow Rate, veh/h 30 30 220 1140 80 290 70 820 600 100 920 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 69 157 187 935 675 552 69 875 1351 131 870 400 Arrive On Green 0.06 0.09 0.09 0.37 0.40 0.40 0.06 0.27 0.27 0.06 0.27 0.27 Sat Flow, veh/h 1072 1688 1192 2518 1688 1192 1072 3207 2098 2079 3207 1192 Grp Volume(v), veh/h 30 30 220 1140 80 290 70 820 600 100 920 30 Grp Sat Flow(s),veh/h/ln1072 1688 1192 839 1688 1192 1072 1603 1049 1039 1603 1192 Q Serve(g_s), s 3.8 2.3 13.0 52.0 4.2 24.2 9.0 35.0 20.0 6.6 38.0 2.4 Cycle Q Clear(g_c), s 3.8 2.3 13.0 52.0 4.2 24.2 9.0 35.0 20.0 6.6 38.0 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 69 157 187 935 675 552 69 875 1351 131 870 400 V/C Ratio(X) 0.44 0.19 1.17 1.22 0.12 0.53 1.02 0.94 0.44 0.76 1.06 0.07 Avail Cap(c_a), veh/h 398 157 187 935 675 552 69 875 1351 134 870 400 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 63.1 58.6 59.0 44.0 26.5 26.7 65.5 49.7 12.4 64.6 51.0 31.7 Incr Delay (d2), s/veh 4.3 0.6 120.7 108.2 0.1 0.9 113.0 17.3 0.2 22.3 46.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.0 12.8 19.7 1.7 6.8 4.6 15.7 4.4 2.1 20.4 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 59.2 179.7 152.2 26.5 27.6 178.5 67.0 12.6 86.8 97.7 31.8 LnGrp LOS E E F F C C F E B F F C
Approach Vol, veh/h 280 1510 1490 1050
Approach Delay, s/veh 154.7 121.6 50.4 94.8
Approach LOS F F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.8 45.2 59.0 20.0 16.0 45.0 16.0 63.0 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting (Gmax), s 9.0 38.0 52.0 13.0 9.0 38.0 52.0 13.0 Max Q Clear Time (g_c+I1), s 8.6 37.0 54.0 15.0 11.0 40.0 5.8 26.2 Green Ext Time (p_c), s 0.0 0.7 0.0 0.0 0.0 0.0 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 92.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
6: NB International Parkway & SB International Parkway Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1060 00000000 4 9 00
Future Volume (veh/h) 0 1060 00000000 4 9 00
Initial Q (Qb), veh 0 0 0 0 0 0
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
Adj Sat Flow, veh/h/ln 0 1781 0 0 1781 0
Adj Flow Rate, veh/h 0 1060 0 0 490 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 0 8 0 0 8 0
Cap, veh/h 0 1698 0 0 946 0
Arrive On Green 0.00 0.50 0.00 0.00 0.28 0.00
Sat Flow, veh/h 0 3563 0 0 3563 0
Grp Volume(v), veh/h 0 1060 0 0 490 0
Grp Sat Flow(s),veh/h/ln 0 1692 0 0 1692 0
Q Serve(g_s), s 0.0 8.3 0.0 0.0 4.5 0.0
Cycle Q Clear(g_c), s 0.0 8.3 0.0 0.0 4.5 0.0
Prop In Lane 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1698 0 0 946 0
V/C Ratio(X) 0.00 0.62 0.00 0.00 0.52 0.00
Avail Cap(c_a), veh/h 0 2873 0 0 7508 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 6.6 0.0 0.0 11.1 0.0
Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.8 0.0 0.0 1.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.0 0.0 0.0 11.5 0.0
LnGrp LOS A A A A B A
Approach Vol, veh/h 1060 490
Approach Delay, s/veh 7.0 11.5
Approach LOS A B
Timer - Assigned Phs 2 8
Phs Duration (G+Y+Rc), s 22.3 14.2
Change Period (Y+Rc), s 4.0 4.0
Max Green Setting (Gmax), s 31.0 81.0
Max Q Clear Time (g_c+I1), s 10.3 6.5
Green Ext Time (p_c), s 8.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
7: NB International Parkway & SB International Parkway Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 40 00000 4 00
Future Volume (veh/h) 0 0 0 0 40 00000 4 00
Initial Q (Qb), veh 0 0 0 0 0 0
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
Adj Sat Flow, veh/h/ln 0 1781 0 0 1781 0
Adj Flow Rate, veh/h 0 40 0 0 40 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 0 8 0 0 8 0
Cap, veh/h 0 1081 0 0 140 0
Arrive On Green 0.00 0.32 0.00 0.00 0.04 0.00
Sat Flow, veh/h 0 3563 0 0 3563 0
Grp Volume(v), veh/h 0 40 0 0 40 0
Grp Sat Flow(s),veh/h/ln 0 1692 0 0 1692 0
Q Serve(g_s), s 0.0 0.1 0.0 0.0 0.1 0.0
Cycle Q Clear(g_c), s 0.0 0.1 0.0 0.0 0.1 0.0
Prop In Lane 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1081 0 0 140 0
V/C Ratio(X) 0.00 0.04 0.00 0.00 0.28 0.00
Avail Cap(c_a), veh/h 0 15140 0 0 15140 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 2.9 0.0 0.0 5.8 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 1.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.9 0.0 0.0 6.9 0.0
LnGrp LOS A A A A A A
Approach Vol, veh/h 40 40
Approach Delay, s/veh 2.9 6.9
Approach LOS A A
Timer - Assigned Phs 2 8
Phs Duration (G+Y+Rc), s 8.0 4.5
Change Period (Y+Rc), s 4.0 4.0
Max Green Setting (Gmax), s 56.0 56.0
Max Q Clear Time (g_c+I1), s 2.1 2.1
Green Ext Time (p_c), s 0.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 4.9
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
8: Hansen Rd/Hansen Road & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 500 20 630 1670 10 150 140 320 20 530 450 Future Volume (veh/h) 150 500 20 630 1670 10 150 140 320 20 530 450 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 150 500 0 630 1670 10 150 140 0 20 530 450 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 141 1103 710 1551 716 137 550 28 505 554
Arrive On Green 0.08 0.33 0.00 0.22 0.46 0.46 0.04 0.31 0.00 0.02 0.28 0.28 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 3291 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 150 500 0 630 1670 10 150 140 0 20 530 450 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1646 1692 1510 1646 1781 1510 1697 1781 1510 Q Serve(g_s), s 10.0 14.0 0.0 22.3 55.0 0.4 5.0 7.1 0.0 1.4 34.0 32.3 Cycle Q Clear(g_c), s 10.0 14.0 0.0 22.3 55.0 0.4 5.0 7.1 0.0 1.4 34.0 32.3 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 141 1103 710 1551 716 137 550 28 505 554 V/C Ratio(X) 1.06 0.45 0.89 1.08 0.01 1.09 0.25 0.73 1.05 0.81 Avail Cap(c_a), veh/h 141 1103 878 1551 716 137 550 71 505 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.0 32.0 0.0 45.7 32.5 16.7 57.5 31.1 0.0 58.8 43.0 34.3 Incr Delay (d2), s/veh 92.9 0.3 0.0 9.4 46.5 0.0 104.2 0.2 0.0 30.2 53.8 9.0 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 7.9 5.8 0.0 10.0 31.7 0.1 4.0 3.0 0.0 0.8 21.9 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 147.9 32.3 0.0 55.1 79.0 16.7 161.7 31.4 0.0 88.9 96.8 43.3 LnGrp LOS F C E F B F C F F D
Approach Vol, veh/h 650 A 2310 290 A 1000
Approach Delay, s/veh 58.9 72.2 98.8 72.6
Approach LOS E E F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.9 41.1 29.9 43.1 9.0 38.0 14.0 59.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 34.0 32.0 33.0 5.0 34.0 10.0 55.0 Max Q Clear Time (g_c+I1), s 3.4 9.1 24.3 16.0 7.0 36.0 12.0 57.0 Green Ext Time (p_c), s 0.0 0.6 1.6 3.1 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 72.1
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
9: Hansen Rd & Promontory Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 140 10 390 1750 120 90 460 20 50 880 180 Future Volume (veh/h) 70 140 10 390 1750 120 90 460 20 50 880 180 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 70 140 10 390 1750 120 90 460 20 50 880 180 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 71 1017 453 413 1701 759 85 895 399 63 852 379 Arrive On Green 0.04 0.30 0.30 0.24 0.50 0.50 0.05 0.26 0.26 0.04 0.25 0.25 Sat Flow, veh/h 1697 3385 1508 1697 3385 1510 1697 3385 1508 1697 3385 1508 Grp Volume(v), veh/h 70 140 10 390 1750 120 90 460 20 50 880 180 Grp Sat Flow(s),veh/h/ln1697 1692 1508 1697 1692 1510 1697 1692 1508 1697 1692 1508 Q Serve(g_s), s 4.9 3.6 0.6 27.1 60.3 5.2 6.0 13.9 1.2 3.5 30.2 12.2 Cycle Q Clear(g_c), s 4.9 3.6 0.6 27.1 60.3 5.2 6.0 13.9 1.2 3.5 30.2 12.2 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 71 1017 453 413 1701 759 85 895 399 63 852 379 V/C Ratio(X) 0.99 0.14 0.02 0.94 1.03 0.16 1.06 0.51 0.05 0.79 1.03 0.47 Avail Cap(c_a), veh/h 71 1017 453 424 1701 759 85 895 399 85 852 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 57.5 30.6 29.5 44.6 29.9 16.1 57.0 37.6 32.9 57.3 44.9 38.2 Incr Delay (d2), s/veh 103.5 0.1 0.0 29.5 29.6 0.1 115.3 0.5 0.1 29.3 39.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 1.5 0.2 14.3 29.2 1.7 5.2 5.6 0.4 2.0 16.9 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 161.0 30.7 29.6 74.1 59.4 16.2 172.3 38.1 33.0 86.6 84.6 39.1 LnGrp LOS F C C E F B F D C F F D
Approach Vol, veh/h 220 2260 570 1110
Approach Delay, s/veh 72.1 59.7 59.1 77.3
Approach LOS EEEE
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 33.2 40.8 8.5 37.5 9.0 65.0 10.0 36.0 Change Period (Y+Rc), s 4.0 * 4.7 4.0 5.8 4.0 * 4.7 4.0 5.8 Max Green Setting (Gmax), s 30.0 * 35 6.0 30.2 5.0 * 60 6.0 30.2 Max Q Clear Time (g_c+I1), s 29.1 5.6 5.5 15.9 6.9 62.3 8.0 32.2 Green Ext Time (p_c), s 0.1 0.8 0.0 2.4 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 64.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
10: Hansen Rd & Old Schulte Road Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 470 70 340 1090 240 370 610 70 10 480 680 Future Volume (veh/h) 250 470 70 340 1090 240 370 610 70 10 480 680 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 250 470 70 340 1090 240 370 610 70 10 480 680 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 305 593 429 748 1049 732 358 745 676 297 970 572 Arrive On Green 0.09 0.18 0.18 0.23 0.31 0.31 0.11 0.22 0.22 0.17 0.29 0.29 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 3291 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 250 470 70 340 1090 240 370 610 70 10 480 680 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 1646 1692 1510 1697 1692 1510 Q Serve(g_s), s 8.9 15.8 1.9 10.6 36.8 3.3 12.9 20.4 0.0 0.6 14.0 34.0 Cycle Q Clear(g_c), s 8.9 15.8 1.9 10.6 36.8 3.3 12.9 20.4 0.0 0.6 14.0 34.0 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 305 593 429 748 1049 732 358 745 676 297 970 572 V/C Ratio(X) 0.82 0.79 0.16 0.45 1.04 0.33 1.03 0.82 0.10 0.03 0.50 1.19 Avail Cap(c_a), veh/h 341 941 584 748 1049 732 358 1038 806 297 970 572 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 46.9 11.8 39.5 40.9 6.5 52.9 44.0 19.0 40.6 35.2 36.9 Incr Delay (d2), s/veh 13.4 3.4 0.3 0.4 38.3 0.4 56.7 4.4 0.1 0.0 0.6 101.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 6.7 0.8 4.2 20.2 1.6 8.0 8.7 1.1 0.2 5.7 31.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 50.3 12.1 39.9 79.3 6.9 109.6 48.5 19.1 40.7 35.8 138.1 LnGrp LOS E D B D F A F D B D D F
Approach Vol, veh/h 790 1670 1050 1170
Approach Delay, s/veh 52.0 60.9 68.1 95.3
Approach LOS D E E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 33.5 27.3 26.3 31.6 17.5 43.3 18.4 39.5 Change Period (Y+Rc), s 6.5 6.5 5.5 5.5 6.5 6.5 5.5 5.5 Max Green Setting (Gmax), s 16.1 33.0 10.5 36.4 12.3 36.8 12.9 34.0 Max Q Clear Time (g_c+I1), s 12.6 17.8 2.6 22.4 10.9 38.8 14.9 36.0 Green Ext Time (p_c), s 0.5 3.0 0.0 3.8 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 69.6
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
11: Pavillion Pkwy & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 740 40 760 1510 10 180 110 530 10 360 320 Future Volume (veh/h) 10 740 40 760 1510 10 180 110 530 10 360 320 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 740 40 760 1510 10 180 110 530 10 360 320 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 796 398 725 2827 892 170 860 1029 16 554 261 Arrive On Green 0.01 0.16 0.16 0.43 0.58 0.58 0.10 0.25 0.25 0.01 0.16 0.16 Sat Flow, veh/h 1697 4863 1510 1697 4863 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 740 40 760 1510 10 180 110 530 10 360 320 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1697 1621 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.6 16.5 2.2 47.0 20.7 0.3 11.0 2.8 19.0 0.6 10.9 18.0 Cycle Q Clear(g_c), s 0.6 16.5 2.2 47.0 20.7 0.3 11.0 2.8 19.0 0.6 10.9 18.0 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 16 796 398 725 2827 892 170 860 1029 16 554 261 V/C Ratio(X) 0.62 0.93 0.10 1.05 0.53 0.01 1.06 0.13 0.52 0.62 0.65 1.22 Avail Cap(c_a), veh/h 278 796 398 725 2827 892 170 860 1029 62 554 261 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 54.3 45.4 30.6 31.5 14.0 9.3 49.5 31.6 8.6 54.3 43.1 45.5 Incr Delay (d2), s/veh 32.3 17.3 0.1 46.8 0.2 0.0 86.2 0.1 0.4 32.3 2.7 129.9 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 0.4 7.9 0.8 27.9 7.3 0.1 8.7 1.1 5.7 0.4 4.8 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.6 62.6 30.7 78.3 14.2 9.3 135.7 31.7 9.1 86.6 45.7 175.3 LnGrp LOS F E C F B A F C A F D F
Approach Vol, veh/h 790 2280 820 690
Approach Delay, s/veh 61.3 35.5 39.9 106.4
Approach LOS E D D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.1 31.9 51.0 22.0 15.0 22.0 5.1 67.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 25.0 47.0 18.0 11.0 18.0 18.0 47.0 Max Q Clear Time (g_c+I1), s 2.6 21.0 49.0 18.5 13.0 20.0 2.6 22.7 Green Ext Time (p_c), s 0.0 1.1 0.0 0.0 0.0 0.0 0.0 12.8 Intersection Summary
HCM 6th Ctrl Delay 51.4
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
12: Pavillion Pkwy & Promontory Pkwy/Pomontory Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 130 10 620 1730 10 320 480 170 10 1240 490 Future Volume (veh/h) 130 130 10 620 1730 10 320 480 170 10 1240 490 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 130 130 10 620 1730 10 320 480 170 10 1240 490 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 99 747 522 700 1269 580 212 1435 961 16 1044 554 Arrive On Green 0.06 0.22 0.22 0.21 0.38 0.38 0.13 0.42 0.42 0.01 0.31 0.31 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 130 130 10 620 1730 10 320 480 170 10 1240 490 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1646 1692 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 7.0 3.7 0.5 21.9 45.0 0.5 15.0 11.4 5.5 0.7 37.0 36.5 Cycle Q Clear(g_c), s 7.0 3.7 0.5 21.9 45.0 0.5 15.0 11.4 5.5 0.7 37.0 36.5 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 99 747 522 700 1269 580 212 1435 961 16 1044 554 V/C Ratio(X) 1.31 0.17 0.02 0.89 1.36 0.02 1.51 0.33 0.18 0.62 1.19 0.89 Avail Cap(c_a), veh/h 99 747 522 878 1269 580 212 1435 961 57 1044 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 56.5 37.9 25.9 45.8 37.5 22.9 52.5 23.2 8.9 59.2 41.5 35.6 Incr Delay (d2), s/veh 196.0 0.1 0.0 9.1 168.5 0.0 251.9 0.1 0.1 33.6 94.4 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 1.6 0.2 9.8 47.9 0.2 21.2 4.6 1.8 0.5 28.9 15.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 252.5 38.0 25.9 54.9 206.0 22.9 304.4 23.3 9.0 92.8 135.9 51.4 LnGrp LOS F D C D F C F C A F F D
Approach Vol, veh/h 270 2360 970 1740
Approach Delay, s/veh 140.8 165.5 113.5 111.9
Approach LOS FFFF
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.1 54.9 29.5 30.5 19.0 41.0 11.0 49.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 48.0 32.0 20.0 15.0 37.0 7.0 45.0 Max Q Clear Time (g_c+I1), s 2.7 13.4 23.9 5.7 17.0 39.0 9.0 47.0 Green Ext Time (p_c), s 0.0 4.2 1.6 0.6 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 137.4
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
13: Pavillion Pkwy & Old Schulte Rd/Old Schulte Road Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 100 30 140 1050 180 430 740 30 30 760 230 Future Volume (veh/h) 350 100 30 140 1050 180 430 740 30 30 760 230 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 350 100 30 140 1050 180 430 740 30 30 760 230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 329 1010 451 172 1015 453 402 1547 63 280 768 232 Arrive On Green 0.10 0.30 0.30 0.10 0.30 0.30 0.12 0.47 0.47 0.30 0.30 0.30 Sat Flow, veh/h 3291 3385 1510 1697 3385 1510 3291 3315 134 666 2560 775 Grp Volume(v), veh/h 350 100 30 140 1050 180 430 378 392 30 502 488 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1697 1692 1510 1646 1692 1757 666 1692 1642 Q Serve(g_s), s 9.0 1.9 1.3 7.3 27.0 8.5 11.0 13.8 13.8 3.0 26.6 26.6 Cycle Q Clear(g_c), s 9.0 1.9 1.3 7.3 27.0 8.5 11.0 13.8 13.8 3.0 26.6 26.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.47
Lane Grp Cap(c), veh/h 329 1010 451 172 1015 453 402 790 820 280 508 493 V/C Ratio(X) 1.06 0.10 0.07 0.81 1.03 0.40 1.07 0.48 0.48 0.11 0.99 0.99 Avail Cap(c_a), veh/h 329 1010 451 283 1015 453 402 790 820 280 508 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.5 22.8 22.6 39.6 31.5 25.0 39.5 16.5 16.5 23.1 31.4 31.4 Incr Delay (d2), s/veh 67.4 0.0 0.1 8.9 37.4 0.6 64.4 0.5 0.4 0.2 37.2 37.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 0.7 0.4 3.3 15.4 2.9 8.0 5.2 5.4 0.5 15.7 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 107.9 22.9 22.7 48.5 68.9 25.6 103.9 16.9 16.9 23.3 68.5 69.1 LnGrp LOS F C C D F C F B B C E E
Approach Vol, veh/h 480 1370 1200 1020
Approach Delay, s/veh 84.8 61.1 48.1 67.5
Approach LOS F E D E
Timer - Assigned Phs 2345678
Phs Duration (G+Y+Rc), s 46.0 13.1 30.9 15.0 31.0 13.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 15.0 21.0 11.0 27.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 15.8 9.3 3.9 13.0 28.6 11.0 29.0 Green Ext Time (p_c), s 5.3 0.1 0.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.7
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
14: Pavillion Pkwy & Hansen Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 170 20 610 720 310 530 850 40 50 870 10 Future Volume (veh/h) 50 170 20 610 720 310 530 850 40 50 870 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 170 20 610 720 310 530 850 40 50 870 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 58 233 197 564 764 648 477 1198 534 79 865 386 Arrive On Green 0.03 0.13 0.13 0.33 0.43 0.43 0.14 0.35 0.35 0.05 0.26 0.26 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 3291 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 50 170 20 610 720 310 530 850 40 50 870 10 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1646 1692 1510 1697 1692 1510 Q Serve(g_s), s 3.4 10.8 1.4 39.0 45.4 17.3 17.0 25.4 2.1 3.4 30.0 0.6 Cycle Q Clear(g_c), s 3.4 10.8 1.4 39.0 45.4 17.3 17.0 25.4 2.1 3.4 30.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 58 233 197 564 764 648 477 1198 534 79 865 386 V/C Ratio(X) 0.86 0.73 0.10 1.08 0.94 0.48 1.11 0.71 0.07 0.63 1.01 0.03 Avail Cap(c_a), veh/h 58 273 232 564 805 682 477 1198 534 260 865 386 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 56.4 49.0 44.9 39.2 32.1 24.1 50.2 32.7 25.2 55.0 43.7 32.7 Incr Delay (d2), s/veh 71.8 8.0 0.2 61.9 18.6 0.5 75.3 2.0 0.1 8.1 31.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 5.3 0.5 25.6 22.9 6.2 12.0 10.6 0.8 1.6 16.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 128.2 57.0 45.1 101.1 50.7 24.6 125.4 34.7 25.2 63.1 75.6 32.8 LnGrp LOS F E D F D C F C C E F C
Approach Vol, veh/h 240 1640 1420 930
Approach Delay, s/veh 70.8 64.5 68.3 74.5
Approach LOS EEEE
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.5 45.5 43.0 19.3 21.0 34.0 8.0 54.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 29.0 39.0 18.0 17.0 30.0 4.0 53.0 Max Q Clear Time (g_c+I1), s 5.4 27.4 41.0 12.8 19.0 32.0 5.4 47.4 Green Ext Time (p_c), s 0.1 0.9 0.0 0.4 0.0 0.0 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 68.3
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
15: Commerce Way & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1040 520 10 10 2310 140 70 410 10 170 120 930 Future Volume (veh/h) 1040 520 10 10 2310 140 70 410 10 170 120 930 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1040 520 10 10 2310 140 70 410 10 170 120 930 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 709 750 312 718 1760 761 89 481 12 242 787 1190 Arrive On Green 0.22 0.15 0.15 0.42 0.36 0.36 0.05 0.14 0.14 0.14 0.23 0.23 Sat Flow, veh/h 3291 4863 1510 1697 4863 1510 1697 3377 82 1697 3385 2657 Grp Volume(v), veh/h 1040 520 10 10 2310 140 70 205 215 170 120 930 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1697 1621 1510 1697 1692 1767 1697 1692 1329 Q Serve(g_s), s 25.0 11.8 0.2 0.4 42.0 3.0 4.7 13.7 13.8 11.1 3.3 27.0 Cycle Q Clear(g_c), s 25.0 11.8 0.2 0.4 42.0 3.0 4.7 13.7 13.8 11.1 3.3 27.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 709 750 312 718 1760 761 89 241 252 242 787 1190 V/C Ratio(X) 1.47 0.69 0.03 0.01 1.31 0.18 0.79 0.85 0.85 0.70 0.15 0.78 Avail Cap(c_a), veh/h 709 2640 898 718 1760 761 146 277 289 263 787 1190 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 46.5 16.4 19.4 37.0 6.0 54.4 48.6 48.6 47.4 35.4 27.2 Incr Delay (d2), s/veh 217.8 1.2 0.0 0.0 144.8 0.1 14.4 19.6 19.2 7.5 0.1 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 31.6 4.8 0.1 0.2 39.9 1.1 2.4 7.1 7.4 5.2 1.4 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 263.3 47.6 16.4 19.4 181.8 6.1 68.7 68.2 67.8 54.9 35.5 30.6 LnGrp LOS F D B B F AEEEDDC
Approach Vol, veh/h 1570 2460 490 1220
Approach Delay, s/veh 190.3 171.2 68.1 34.5
Approach LOS F F E C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 20.5 20.5 53.1 21.9 10.1 31.0 29.0 46.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 19.0 4.0 63.0 10.0 27.0 25.0 42.0 Max Q Clear Time (g_c+I1), s 13.1 15.8 2.4 13.8 6.7 29.0 27.0 44.0 Green Ext Time (p_c), s 0.2 0.8 0.0 4.2 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 138.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
16: Road M & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 570 290 10 10 940 690 10 20 10 210 20 1780 Future Volume (veh/h) 570 290 10 10 940 690 10 20 10 210 20 1780 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 570 290 10 10 940 690 10 20 10 210 20 1780 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 718 1645 56 16 973 1031 353 75 35 1590 1044 1218 Arrive On Green 0.15 0.34 0.34 0.01 0.20 0.20 0.21 0.03 0.03 0.48 0.31 0.31 Sat Flow, veh/h 4784 4829 165 1697 4863 1510 1697 2247 1040 3291 3385 2657 Grp Volume(v), veh/h 570 194 106 10 940 690 10 15 15 210 20 1780 Grp Sat Flow(s),veh/h/ln1595 1621 1752 1697 1621 1510 1697 1692 1594 1646 1692 1329 Q Serve(g_s), s 13.8 5.0 5.1 0.7 23.0 0.0 0.6 1.0 1.1 4.2 0.5 37.0 Cycle Q Clear(g_c), s 13.8 5.0 5.1 0.7 23.0 0.0 0.6 1.0 1.1 4.2 0.5 37.0 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.65 1.00 1.00
Lane Grp Cap(c), veh/h 718 1105 597 16 973 1031 353 56 53 1590 1044 1218 V/C Ratio(X) 0.79 0.18 0.18 0.62 0.97 0.67 0.03 0.26 0.29 0.13 0.02 1.46 Avail Cap(c_a), veh/h 1555 1594 861 57 973 1031 353 282 266 1590 1044 1218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.44 0.44 0.44 Uniform Delay (d), s/veh 49.2 27.7 27.8 59.2 47.6 11.1 37.8 56.6 56.6 17.1 28.9 32.5 Incr Delay (d2), s/veh 1.9 0.1 0.1 33.6 21.1 1.7 0.0 10.9 13.2 0.0 0.0 209.6 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 5.6 2.0 2.2 0.5 11.1 10.3 0.2 0.6 0.6 1.6 0.2 45.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.1 27.8 27.9 92.8 68.7 12.8 37.9 67.4 69.8 17.1 28.9 242.1 LnGrp LOS D C C F E B D E E B C F
Approach Vol, veh/h 870 1640 40 2010
Approach Delay, s/veh 43.1 45.3 60.9 216.4
Approach LOS D D E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 62.0 8.0 5.1 44.9 29.0 41.0 22.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 21.0 20.0 4.0 59.0 4.0 37.0 39.0 24.0 Max Q Clear Time (g_c+I1), s 6.2 3.1 2.7 7.1 2.6 39.0 15.8 25.0 Green Ext Time (p_c), s 0.6 0.1 0.0 2.1 0.0 0.0 2.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 120.5
HCM 6th LOS F
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17: Hansen Rd & Valpico Rd Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 17
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 800 840 10 60 190
Future Volume (veh/h) 10 800 840 10 60 190
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 0 840 10 60 190
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 18 1096 929 84 1377
Arrive On Green 0.01 0.00 0.62 0.62 0.05 0.77
Sat Flow, veh/h 1697 1510 1781 1510 1697 1781
Grp Volume(v), veh/h 10 0 840 10 60 190
Grp Sat Flow(s),veh/h/ln1697 1510 1781 1510 1697 1781
Q Serve(g_s), s 0.2 0.0 12.7 0.1 1.3 1.0
Cycle Q Clear(g_c), s 0.2 0.0 12.7 0.1 1.3 1.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 18 1096 929 84 1377
V/C Ratio(X) 0.56 0.77 0.01 0.71 0.14
Avail Cap(c_a), veh/h 825 2745 2326 1513 4526
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.2 0.0 5.2 2.8 17.3 1.1
Incr Delay (d2), s/veh 24.4 0.0 1.2 0.0 10.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 2.1 0.0 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 0.0 6.3 2.8 27.8 1.1
LnGrp LOS D A A C A
Approach Vol, veh/h 10 A 850 250
Approach Delay, s/veh 42.6 6.3 7.5
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.8 26.8 32.6 4.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 57.0 94.0 18.0
Max Q Clear Time (g_c+I1), s 3.3 14.7 3.0 2.2
Green Ext Time (p_c), s 0.1 8.1 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.9
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
18: Pavillion Pkwy & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 18
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1260 90 390 10 70 1340
Future Volume (veh/h) 1260 90 390 10 70 1340
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1344 0 390 10 70 1340
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1481 659 425 1650 355 1920
Arrive On Green 0.44 0.00 0.25 0.49 0.20 0.20
Sat Flow, veh/h 3393 1510 1697 3474 1781 3019
Grp Volume(v), veh/h 1344 0 390 10 70 1340
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1781 1510
Q Serve(g_s), s 38.9 0.0 23.6 0.2 3.5 21.0
Cycle Q Clear(g_c), s 38.9 0.0 23.6 0.2 3.5 21.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1481 659 425 1650 355 1920
V/C Ratio(X) 0.91 0.00 0.92 0.01 0.20 0.70
Avail Cap(c_a), veh/h 1739 774 531 1863 355 1920
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.7 0.0 38.5 13.9 35.2 10.8
Incr Delay (d2), s/veh 6.6 0.0 18.5 0.0 0.3 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.5 0.0 11.8 0.1 1.5 18.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 0.0 57.0 13.9 35.4 11.9
LnGrp LOS C A E B D B
Approach Vol, veh/h 1344 400 1410
Approach Delay, s/veh 34.3 55.9 13.1
Approach LOS C E B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.4 50.0 30.4 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 58.0 54.0 33.0 21.0
Max Q Clear Time (g_c+I1), s 2.2 40.9 25.6 23.0
Green Ext Time (p_c), s 0.0 5.1 0.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
19: Pavillion Pkwy & Van Stosen Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 320 240 40 220 10 250 440 10 10 90 520 Future Volume (veh/h) 110 320 240 40 220 10 250 440 10 10 90 520 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 110 320 240 40 220 10 250 440 10 10 90 520 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 139 404 343 53 298 14 297 1669 744 17 1110 495 Arrive On Green 0.08 0.23 0.23 0.03 0.18 0.18 0.18 0.49 0.49 0.01 0.33 0.33 Sat Flow, veh/h 1697 1781 1510 1697 1691 77 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 110 320 240 40 0 230 250 440 10 10 90 520 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 0 1768 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 4.3 11.4 9.8 1.6 0.0 8.3 9.6 5.1 0.2 0.4 1.2 22.0 Cycle Q Clear(g_c), s 4.3 11.4 9.8 1.6 0.0 8.3 9.6 5.1 0.2 0.4 1.2 22.0 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 139 404 343 53 0 312 297 1669 744 17 1110 495 V/C Ratio(X) 0.79 0.79 0.70 0.75 0.00 0.74 0.84 0.26 0.01 0.58 0.08 1.05 Avail Cap(c_a), veh/h 202 584 495 101 0 474 405 1715 765 101 1110 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 24.4 23.8 32.2 0.0 26.2 26.8 9.9 8.7 33.1 15.6 22.5 Incr Delay (d2), s/veh 12.4 4.7 2.6 19.0 0.0 3.4 11.1 0.1 0.0 27.4 0.0 54.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 5.0 3.5 0.9 0.0 3.6 4.6 1.7 0.1 0.3 0.4 14.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 29.1 26.4 51.2 0.0 29.6 37.9 10.0 8.7 60.5 15.6 76.8 LnGrp LOS D C C D A C D AAEBF
Approach Vol, veh/h 670 270 700 620
Approach Delay, s/veh 30.4 32.8 19.9 67.7
Approach LOS C C B E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.7 37.1 6.1 19.2 15.8 26.0 9.5 15.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 34.0 4.0 22.0 16.0 22.0 8.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 7.1 3.6 13.4 11.6 24.0 6.3 10.3 Green Ext Time (p_c), s 0.0 3.1 0.0 1.9 0.3 0.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
20: Lammers Extension & Pavillion Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 1110 140 1040 1310 350 10 350 1480 510 550 100 Future Volume (veh/h) 20 1110 140 1040 1310 350 10 350 1480 510 550 100 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 1110 140 1040 1310 0 10 350 0 510 550 100 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 28 1155 373 1195 1594 16 381 521 1227 547
Arrive On Green 0.02 0.24 0.24 0.25 0.47 0.00 0.01 0.21 0.00 0.16 0.36 0.36 Sat Flow, veh/h 1697 4863 1510 4784 3385 1510 1697 1781 2657 3291 3385 1510 Grp Volume(v), veh/h 20 1110 140 1040 1310 0 10 350 0 510 550 100 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1595 1692 1510 1697 1781 1329 1646 1692 1510 Q Serve(g_s), s 1.3 25.6 8.8 23.7 38.0 0.0 0.7 21.9 0.0 17.5 14.1 5.1 Cycle Q Clear(g_c), s 1.3 25.6 8.8 23.7 38.0 0.0 0.7 21.9 0.0 17.5 14.1 5.1 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 28 1155 373 1195 1594 16 381 521 1227 547 V/C Ratio(X) 0.72 0.96 0.38 0.87 0.82 0.62 0.92 0.98 0.45 0.18 Avail Cap(c_a), veh/h 60 1155 373 1389 1667 90 407 521 1227 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 42.8 35.5 40.9 26.0 0.0 56.1 43.7 0.0 47.7 27.6 24.7 Incr Delay (d2), s/veh 28.6 17.9 0.6 5.6 3.3 0.0 32.8 24.9 0.0 33.9 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 12.1 3.3 9.8 15.5 0.0 0.4 12.2 0.0 9.6 5.7 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.3 60.7 36.2 46.5 29.3 0.0 88.9 68.7 0.0 81.5 27.8 24.9 LnGrp LOS F E D D C F E F C C
Approach Vol, veh/h 1270 2350 A 360 A 1160
Approach Delay, s/veh 58.4 36.9 69.2 51.2
Approach LOS E D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 22.0 28.3 32.4 31.0 5.1 45.2 5.9 57.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 26.0 33.0 27.0 6.0 38.0 4.0 56.0 Max Q Clear Time (g_c+I1), s 19.5 23.9 25.7 27.6 2.7 16.1 3.3 40.0 Green Ext Time (p_c), s 0.0 0.4 2.7 0.0 0.0 4.1 0.0 8.8 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
21: Lammers Extension & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 10 20 10 60 780 10 830 10 300 930 500 Future Volume (veh/h) 230 10 20 10 60 780 10 830 10 300 930 500 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 230 10 20 10 60 780 10 830 10 300 930 500 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 274 679 590 17 409 539 17 1375 17 418 1920 840 Arrive On Green 0.16 0.38 0.38 0.01 0.23 0.23 0.01 0.28 0.28 0.13 0.39 0.39 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 4953 60 3291 4863 1510 Grp Volume(v), veh/h 230 10 20 10 60 780 10 543 297 300 930 500 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1621 1771 1646 1621 1510 Q Serve(g_s), s 10.3 0.3 0.6 0.5 2.1 18.0 0.5 11.4 11.4 6.9 11.2 17.2 Cycle Q Clear(g_c), s 10.3 0.3 0.6 0.5 2.1 18.0 0.5 11.4 11.4 6.9 11.2 17.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 274 679 590 17 409 539 17 900 492 418 1920 840 V/C Ratio(X) 0.84 0.01 0.03 0.59 0.15 1.45 0.59 0.60 0.60 0.72 0.48 0.60 Avail Cap(c_a), veh/h 455 796 689 87 409 539 87 1076 588 1974 4283 1573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 15.1 14.7 38.6 24.1 25.2 38.6 24.6 24.6 32.9 17.7 11.5 Incr Delay (d2), s/veh 7.1 0.0 0.0 28.6 0.2 212.0 28.6 0.7 1.2 2.3 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.1 0.2 0.3 0.9 41.0 0.3 4.3 4.7 2.8 4.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.9 15.1 14.7 67.3 24.2 237.2 67.3 25.2 25.8 35.2 17.9 12.2 LnGrp LOS D B B E C F E C C D B B
Approach Vol, veh/h 260 850 850 1730
Approach Delay, s/veh 36.2 220.2 25.9 19.3
Approach LOS D F C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.0 25.8 4.8 33.9 4.8 34.9 16.6 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 47.0 26.0 4.0 35.0 4.0 69.0 21.0 18.0 Max Q Clear Time (g_c+I1), s 8.9 13.4 2.5 2.6 2.5 19.2 12.3 20.0 Green Ext Time (p_c), s 1.1 4.5 0.0 0.1 0.0 11.7 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 68.3
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
22: Lammers Extension & Van Stosen Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 60 260 20 110 160 10 660 10 10 800 150 Future Volume (veh/h) 20 60 260 20 110 160 10 660 10 10 800 150 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 60 260 20 110 160 10 660 10 10 800 150 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 34 79 342 34 178 258 18 1452 451 18 1452 451 Arrive On Green 0.02 0.27 0.27 0.02 0.27 0.27 0.01 0.30 0.30 0.01 0.30 0.30 Sat Flow, veh/h 1697 291 1263 1697 656 954 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 20 0 320 20 0 270 10 660 10 10 800 150 Grp Sat Flow(s),veh/h/ln1697 0 1554 1697 0 1610 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 0.5 0.0 7.6 0.5 0.0 5.9 0.2 4.4 0.2 0.2 5.5 3.1 Cycle Q Clear(g_c), s 0.5 0.0 7.6 0.5 0.0 5.9 0.2 4.4 0.2 0.2 5.5 3.1 Prop In Lane 1.00 0.81 1.00 0.59 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 34 0 421 34 0 436 18 1452 451 18 1452 451 V/C Ratio(X) 0.59 0.00 0.76 0.59 0.00 0.62 0.56 0.45 0.02 0.56 0.55 0.33 Avail Cap(c_a), veh/h 170 0 699 170 0 724 170 2189 679 170 2189 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.4 0.0 13.4 19.4 0.0 12.8 19.7 11.4 9.9 19.7 11.8 10.9 Incr Delay (d2), s/veh 15.4 0.0 2.8 15.4 0.0 1.4 24.7 0.2 0.0 24.7 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 2.4 0.3 0.0 1.9 0.2 1.3 0.1 0.2 1.6 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 0.0 16.2 34.8 0.0 14.2 44.4 11.6 9.9 44.4 12.1 11.4 LnGrp LOS C A B C A B D B A D B B
Approach Vol, veh/h 340 290 680 960
Approach Delay, s/veh 17.3 15.6 12.1 12.3
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.4 15.9 4.8 14.8 4.4 15.9 4.8 14.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.2 6.4 2.5 9.6 2.2 7.5 2.5 7.9 Green Ext Time (p_c), s 0.0 3.5 0.0 1.3 0.0 4.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
23: Lammers Extension & I-205 WB On-Ramp/I-205 WB Off-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 70 0 10 0 660 2670 0 560 510 Future Volume (veh/h) 0 0 0 70 0 10 0 660 2670 0 560 510 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 70 0 10 0 660 2670 0 560 510
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888088088
Cap, veh/h 174 0 52 0 3012 2365 0 4328 1344
Arrive On Green 0.03 0.00 0.03 0.00 0.89 0.89 0.00 0.89 0.89 Sat Flow, veh/h 5090 0 1510 0 3474 2657 0 5024 1510
Grp Volume(v), veh/h 70 0 10 0 660 2670 0 560 510
Grp Sat Flow(s),veh/h/ln 1697 0 1510 0 1692 1329 0 1621 1510 Q Serve(g_s), s 1.4 0.0 0.7 0.0 2.8 94.0 0.0 1.5 5.9
Cycle Q Clear(g_c), s 1.4 0.0 0.7 0.0 2.8 94.0 0.0 1.5 5.9 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 174 0 52 0 3012 2365 0 4328 1344 V/C Ratio(X) 0.40 0.00 0.19 0.00 0.22 1.13 0.00 0.13 0.38 Avail Cap(c_a), veh/h 867 0 257 0 3012 2365 0 4328 1344 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 0.0 49.6 0.0 0.8 5.8 0.0 0.7 1.0 Incr Delay (d2), s/veh 1.5 0.0 1.8 0.0 0.0 64.1 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.3 0.0 0.2 24.6 0.0 0.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.4 0.0 51.4 0.0 0.8 69.9 0.0 0.7 1.1 LnGrp LOS D A D A A F A A A
Approach Vol, veh/h 80 3330 1070
Approach Delay, s/veh 51.4 56.2 0.9
Approach LOS D E A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 98.0 98.0 7.6
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 94.0 94.0 18.0
Max Q Clear Time (g_c+I1), s 96.0 7.9 3.4
Green Ext Time (p_c), s 0.0 7.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
24: Lammers Extension & I-205 EB Off Ramp/I-205 EB On Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 0 1250 0000 3290 1210 0 630 10 Future Volume (veh/h) 30 0 1250 0000 3290 1210 0 630 10 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 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 30 0 0 0 3290 1210 0 630 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088088
Cap, veh/h 38 0 0 4430 2420 0 4430 1375
Arrive On Green 0.02 0.00 0.00 0.00 0.91 0.91 0.00 0.91 0.91 Sat Flow, veh/h 1697 0 1510 0 5024 2657 0 5024 1510
Grp Volume(v), veh/h 30 0 0 0 3290 1210 0 630 10
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1621 1329 0 1621 1510 Q Serve(g_s), s 2.1 0.0 0.0 0.0 22.4 8.9 0.0 1.6 0.1
Cycle Q Clear(g_c), s 2.1 0.0 0.0 0.0 22.4 8.9 0.0 1.6 0.1 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 38 0 0 4430 2420 0 4430 1375
V/C Ratio(X) 0.79 0.00 0.00 0.74 0.50 0.00 0.14 0.01
Avail Cap(c_a), veh/h 792 0 0 4430 2420 0 4430 1375
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 0.00 0.00 0.09 0.09 0.00 1.00 1.00 Uniform Delay (d), s/veh 58.4 0.0 0.0 0.0 1.5 0.9 0.0 0.5 0.5 Incr Delay (d2), s/veh 29.2 0.0 0.0 0.0 0.1 0.1 0.0 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 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 0.0 0.3 0.1 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.6 0.0 0.0 0.0 1.6 0.9 0.0 0.6 0.5 LnGrp LOS F A AAAAAA
Approach Vol, veh/h 30 A 4500 640
Approach Delay, s/veh 87.6 1.4 0.6
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 113.3 6.7 113.3
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 56.0 56.0 56.0
Max Q Clear Time (g_c+I1), s 24.4 4.1 3.6
Green Ext Time (p_c), s 31.2 0.1 5.2
Intersection Summary
HCM 6th Ctrl Delay 1.8
HCM 6th LOS A
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
25: Lammers Ext/Lammers Extension & Commerce Way Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1590 10 10 10 1010 220 670 2700 10 30 1120 740 Future Volume (veh/h) 1590 10 10 10 1010 220 670 2700 10 30 1120 740 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1590 10 0 10 1010 0 670 2700 10 30 1120 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 1116 59 792 903 494 2043 1208 110 1054
Arrive On Green 0.23 0.03 0.00 0.47 0.27 0.00 0.15 0.33 0.33 0.01 0.07 0.00 Sat Flow, veh/h 4784 1781 1510 1697 3385 1510 3291 6128 1510 3291 4863 2657 Grp Volume(v), veh/h 1590 10 0 10 1010 0 670 2700 10 30 1120 0 Grp Sat Flow(s),veh/h/ln1595 1781 1510 1697 1692 1510 1646 1532 1510 1646 1621 1329 Q Serve(g_s), s 28.0 0.7 0.0 0.4 32.0 0.0 18.0 40.0 0.0 1.1 26.0 0.0 Cycle Q Clear(g_c), s 28.0 0.7 0.0 0.4 32.0 0.0 18.0 40.0 0.0 1.1 26.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1116 59 792 903 494 2043 1208 110 1054 V/C Ratio(X) 1.42 0.17 0.01 1.12 1.36 1.32 0.01 0.27 1.06 Avail Cap(c_a), veh/h 1116 831 792 903 494 2043 1208 110 1054 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.69 0.69 0.69 0.09 0.09 0.00 Uniform Delay (d), s/veh 46.0 56.4 0.0 17.2 44.0 0.0 51.0 40.0 2.4 57.9 55.7 0.0 Incr Delay (d2), s/veh 196.2 6.0 0.0 0.0 68.3 0.0 169.7 147.3 0.0 0.1 30.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 31.3 0.4 0.0 0.2 21.8 0.0 19.0 35.7 0.0 0.5 14.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 242.2 62.4 0.0 17.2 112.3 0.0 220.7 187.3 2.4 58.0 86.4 0.0 LnGrp LOS F E B F F F A E F
Approach Vol, veh/h 1600 A 1020 A 3380 1150 A
Approach Delay, s/veh 241.1 111.3 193.3 85.7
Approach LOS FFFF
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 60.0 8.0 22.0 30.0 32.0 36.0 8.0 44.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 56.0 18.0 26.0 28.0 32.0 4.0 40.0 Max Q Clear Time (g_c+I1), s 2.4 2.7 20.0 28.0 30.0 34.0 3.1 42.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 175.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
26: Road M & Lammers Ext Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 26
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 800 340 1730 2220 1150 390
Future Volume (veh/h) 800 340 1730 2220 1150 390
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 800 340 1730 2220 1155 385
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 901 774 1854 3714 1666 1079
Arrive On Green 0.25 0.25 0.39 0.61 0.33 0.33
Sat Flow, veh/h 5024 1510 4784 6378 5090 1510
Grp Volume(v), veh/h 800 340 1730 2220 1155 385
Grp Sat Flow(s),veh/h/ln1621 1510 1595 1532 1697 1510
Q Serve(g_s), s 19.0 17.4 41.6 26.8 23.7 11.7
Cycle Q Clear(g_c), s 19.0 17.4 41.6 26.8 23.7 11.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 901 774 1854 3714 1666 1079
V/C Ratio(X) 0.89 0.44 0.93 0.60 0.69 0.36
Avail Cap(c_a), veh/h 932 783 1914 3830 1666 1079
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 1.00 1.00 0.82 0.82
Uniform Delay (d), s/veh 44.0 17.1 35.3 14.6 35.1 6.6
Incr Delay (d2), s/veh 1.1 0.0 8.9 0.2 2.0 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.0 9.7 16.8 8.4 10.0 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 17.1 44.2 14.8 37.1 7.3
LnGrp LOS D B D B D A
Approach Vol, veh/h 1140 3950 1540
Approach Delay, s/veh 36.8 27.7 29.7
Approach LOS D C C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 43.3 50.5 26.2 76.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 37.0 48.0 23.0 75.0
Max Q Clear Time (g_c+I1), s 25.7 43.6 21.0 28.8
Green Ext Time (p_c), s 5.1 2.9 1.2 27.2
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
27: Grant Line Rd & Pavillion Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 27
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1730 1370 10 2020 680 20
Future Volume (veh/h) 1730 1370 10 2020 680 20
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1730 1370 10 2020 680 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 2386 1304 18 2817 870 399
Arrive On Green 0.49 0.49 0.01 0.58 0.26 0.26
Sat Flow, veh/h 5024 2657 1697 5024 3291 1510
Grp Volume(v), veh/h 1730 1370 10 2020 680 20
Grp Sat Flow(s),veh/h/ln1621 1329 1697 1621 1646 1510
Q Serve(g_s), s 14.4 25.1 0.3 15.3 9.8 0.5
Cycle Q Clear(g_c), s 14.4 25.1 0.3 15.3 9.8 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2386 1304 18 2817 870 399
V/C Ratio(X) 0.73 1.05 0.57 0.72 0.78 0.05
Avail Cap(c_a), veh/h 2386 1304 133 3138 1223 561
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.3 13.0 25.2 7.7 17.4 14.0
Incr Delay (d2), s/veh 1.1 39.4 25.8 0.7 2.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 12.7 0.2 3.8 3.5 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 52.5 51.0 8.5 19.6 14.1
LnGrp LOS B F D A B B
Approach Vol, veh/h 3100 2030 700
Approach Delay, s/veh 29.6 8.7 19.5
Approach LOS C A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 17.5 4.5 29.1 33.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 4.0 25.0 33.0
Max Q Clear Time (g_c+I1), s 11.8 2.3 27.1 17.3
Green Ext Time (p_c), s 1.7 0.0 0.0 12.3
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
29: S Lammers Rd & Pavillion Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1480 240 10 1570 10 30 30 10 40 70 470 Future Volume (veh/h) 10 1480 240 10 1570 10 30 30 10 40 70 470 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 1480 0 10 1570 10 30 30 10 40 70 470 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 17 1627 17 1658 11 79 372 124 49 59 397
Arrive On Green 0.01 0.48 0.00 0.01 0.48 0.48 0.02 0.29 0.29 0.03 0.30 0.30 Sat Flow, veh/h 1697 3385 1510 1697 3448 22 3291 1279 426 1697 200 1341 Grp Volume(v), veh/h 10 1480 0 10 770 810 30 0 40 40 0 540 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1777 1646 0 1705 1697 0 1540 Q Serve(g_s), s 0.5 34.1 0.0 0.5 36.6 36.7 0.8 0.0 1.4 2.0 0.0 25.0 Cycle Q Clear(g_c), s 0.5 34.1 0.0 0.5 36.6 36.7 0.8 0.0 1.4 2.0 0.0 25.0 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.25 1.00 0.87
Lane Grp Cap(c), veh/h 17 1627 17 814 855 79 0 496 49 0 456 V/C Ratio(X) 0.60 0.91 0.60 0.95 0.95 0.38 0.00 0.08 0.82 0.00 1.18 Avail Cap(c_a), veh/h 80 1643 80 821 863 156 0 496 121 0 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.6 20.2 0.0 41.6 20.9 20.9 40.6 0.0 21.7 40.8 0.0 29.7 Incr Delay (d2), s/veh 29.3 7.9 0.0 29.3 19.5 19.0 3.0 0.0 0.1 26.9 0.0 103.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 14.0 0.0 0.3 17.6 18.4 0.3 0.0 0.6 1.2 0.0 21.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.0 28.1 0.0 71.0 40.4 39.9 43.6 0.0 21.8 67.7 0.0 133.1 LnGrp LOS E C E D D D A C E A F
Approach Vol, veh/h 1490 A 1590 70 580
Approach Delay, s/veh 28.4 40.4 31.1 128.6
Approach LOS C D C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.4 28.6 4.8 44.6 6.0 29.0 4.8 44.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 23.0 4.0 41.0 4.0 25.0 4.0 41.0 Max Q Clear Time (g_c+I1), s 4.0 3.4 2.5 36.1 2.8 27.0 2.5 38.7 Green Ext Time (p_c), s 0.0 0.1 0.0 3.8 0.0 0.0 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 49.1
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
30: GRANT LINE RD & S Lammers Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 29
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 10 1370 650 40 300 50
Future Volume (veh/h) 10 1370 650 40 300 50
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 1370 650 40 300 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 0 1230 1146 71 332 55
Arrive On Green 0.00 0.69 0.69 0.69 0.23 0.23
Sat Flow, veh/h 0 1781 1661 102 1425 238
Grp Volume(v), veh/h 0 1370 0 690 351 0
Grp Sat Flow(s),veh/h/ln 0 1781 0 1763 1667 0
Q Serve(g_s), s 0.0 72.0 0.0 20.8 21.3 0.0
Cycle Q Clear(g_c), s 0.0 72.0 0.0 20.8 21.3 0.0
Prop In Lane 0.00 0.06 0.85 0.14
Lane Grp Cap(c), veh/h 0 1230 0 1217 389 0
V/C Ratio(X) 0.00 1.11 0.00 0.57 0.90 0.00
Avail Cap(c_a), veh/h 0 1230 0 1217 639 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 16.2 0.0 8.2 38.9 0.0
Incr Delay (d2), s/veh 0.0 63.1 0.0 0.6 10.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 44.0 0.0 6.6 9.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 79.2 0.0 8.8 49.1 0.0
LnGrp LOS A F A A D A
Approach Vol, veh/h 1370 690 351
Approach Delay, s/veh 79.2 8.8 49.1
Approach LOS E A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 76.0 28.3 0.0 76.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 72.0 40.0 4.0 64.0
Max Q Clear Time (g_c+I1), s 74.0 23.3 0.0 22.8
Green Ext Time (p_c), s 0.0 1.0 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 54.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
31: Lammers Rd & Byron Rd/ Byron Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 30
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 270 100 880 320 800 10
Future Volume (veh/h) 270 100 880 320 800 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 270 100 880 320 800 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 301 255 879 830 762 678
Arrive On Green 0.17 0.17 0.27 0.47 0.45 0.45
Sat Flow, veh/h 1781 1510 3291 1781 1697 1510
Grp Volume(v), veh/h 270 100 880 320 800 10
Grp Sat Flow(s),veh/h/ln1781 1510 1646 1781 1697 1510
Q Serve(g_s), s 17.5 7.0 31.5 13.8 53.0 0.4
Cycle Q Clear(g_c), s 17.5 7.0 31.5 13.8 53.0 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 301 255 879 830 762 678
V/C Ratio(X) 0.90 0.39 1.00 0.39 1.05 0.01
Avail Cap(c_a), veh/h 332 282 879 868 762 678
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 48.0 43.6 43.2 20.5 32.5 18.0
Incr Delay (d2), s/veh 24.4 1.2 30.6 0.4 46.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 9.6 2.6 16.1 5.6 30.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.4 44.8 73.9 20.9 78.8 18.0
LnGrp LOS E D F C F B
Approach Vol, veh/h 370 1200 810
Approach Delay, s/veh 64.9 59.7 78.0
Approach LOS E E E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 60.0 58.0 35.0 25.0
Change Period (Y+Rc), s * 5 5.0 3.5 5.0
Max Green Setting (Gmax), s * 58 53.0 31.5 22.0
Max Q Clear Time (g_c+I1), s 15.8 55.0 33.5 19.5
Green Ext Time (p_c), s 1.6 0.0 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 66.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
32: LAMMERS RD & ELEVENTH ST. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 31
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 890 260 590 3100 310 770 550 150 20 120 80 Future Volume (veh/h) 50 890 260 590 3100 310 770 550 150 20 120 80 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 890 0 590 3100 0 770 550 0 20 120 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 231 2085 345 2307 417 799 190 565
Arrive On Green 0.07 0.43 0.00 0.10 0.47 0.00 0.13 0.24 0.00 0.06 0.17 0.00 Sat Flow, veh/h 3291 4863 1510 3291 4863 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 50 890 0 590 3100 0 770 550 0 20 120 0 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1646 1621 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 1.3 11.7 0.0 9.6 43.4 0.0 11.6 13.6 0.0 0.5 2.8 0.0 Cycle Q Clear(g_c), s 1.3 11.7 0.0 9.6 43.4 0.0 11.6 13.6 0.0 0.5 2.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 231 2085 345 2307 417 799 190 565 V/C Ratio(X) 0.22 0.43 1.71 1.34 1.85 0.69 0.11 0.21
Avail Cap(c_a), veh/h 291 2174 345 2307 417 1609 367 1557 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.2 18.3 0.0 40.9 24.0 0.0 39.9 31.9 0.0 40.9 32.9 0.0 Incr Delay (d2), s/veh 0.2 0.3 0.0 330.9 157.7 0.0 389.5 1.5 0.0 0.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 4.0 0.0 19.6 48.0 0.0 27.1 5.5 0.0 0.2 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 18.6 0.0 371.8 181.7 0.0 429.5 33.4 0.0 41.1 33.1 0.0 LnGrp LOS D B F F F C D C
Approach Vol, veh/h 940 A 3690 A 1320 A 140 A
Approach Delay, s/veh 19.7 212.1 264.4 34.2
Approach LOS B F F C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.0 43.2 15.0 19.3 9.8 47.4 8.7 25.6 Change Period (Y+Rc), s 6.5 6.1 5.5 6.1 5.5 6.1 5.5 6.1 Max Green Setting (Gmax), s 7.5 38.8 9.5 40.0 6.0 41.3 8.1 41.4 Max Q Clear Time (g_c+I1), s 11.6 13.7 13.6 4.8 3.3 45.4 2.5 15.6 Green Ext Time (p_c), s 0.0 9.0 0.0 0.5 0.0 0.0 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 189.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
33: LAMMERS RD & Capital Parks Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 100 490 10 760 110 1990 1210 10 30 340 610 Future Volume (veh/h) 150 100 490 10 760 110 1990 1210 10 30 340 610 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 150 100 490 10 760 110 1990 1210 10 30 340 610 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 170 959 1492 170 505 554 718 1621 654 141 1378 579 Arrive On Green 0.10 0.28 0.28 0.10 0.28 0.28 0.15 0.33 0.33 0.08 0.28 0.28 Sat Flow, veh/h 1697 3385 3442 1697 1781 1510 4784 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 150 100 490 10 760 110 1990 1210 10 30 340 610 Grp Sat Flow(s),veh/h/ln1697 1692 1147 1697 1781 1510 1595 1621 1510 1697 1621 1510 Q Serve(g_s), s 10.5 2.6 11.3 0.6 34.0 6.0 18.0 26.5 0.5 2.0 6.5 34.0 Cycle Q Clear(g_c), s 10.5 2.6 11.3 0.6 34.0 6.0 18.0 26.5 0.5 2.0 6.5 34.0 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 170 959 1492 170 505 554 718 1621 654 141 1378 579 V/C Ratio(X) 0.88 0.10 0.33 0.06 1.51 0.20 2.77 0.75 0.02 0.21 0.25 1.05 Avail Cap(c_a), veh/h 170 959 1492 382 505 554 718 1621 654 184 1378 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.3 31.8 22.5 48.9 43.0 26.0 51.0 35.5 19.4 51.3 33.1 37.0 Incr Delay (d2), s/veh 38.9 0.0 0.1 0.1 237.7 0.1 801.7 1.9 0.0 1.1 0.1 52.5 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 6.3 1.1 2.9 0.3 48.0 2.1 60.2 10.3 0.2 0.9 2.5 24.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.2 31.8 22.6 48.9 280.7 26.0 852.7 37.4 19.4 52.4 33.2 89.5 LnGrp LOS F C C D F C F D B D C F
Approach Vol, veh/h 740 880 3210 980
Approach Delay, s/veh 38.0 246.3 542.8 68.8
Approach LOS D F F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 40.0 22.0 40.0 18.0 40.0 16.0 46.0 Change Period (Y+Rc), s 6.0 * 6 4.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 27.0 * 21 18.0 34.0 12.0 34.0 13.0 37.0 Max Q Clear Time (g_c+I1), s 2.6 13.3 20.0 36.0 12.5 36.0 4.0 28.5 Green Ext Time (p_c), s 0.0 1.7 0.0 0.0 0.0 0.0 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 353.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
34: Lammers Rd & Pomontory Pkwy Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 100 40 60 1570 350 460 1830 10 120 660 20 Future Volume (veh/h) 10 100 40 60 1570 350 460 1830 10 120 660 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 100 40 60 1570 350 460 1830 10 120 660 20 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 1290 1014 76 1410 730 493 1818 632 113 729 241 Arrive On Green 0.01 0.38 0.38 0.04 0.42 0.42 0.58 0.75 0.75 0.07 0.15 0.15 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 10 100 40 60 1570 350 460 1830 10 120 660 20 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 0.7 2.3 0.3 4.2 50.0 14.7 29.8 44.9 0.2 8.0 16.0 0.2 Cycle Q Clear(g_c), s 0.7 2.3 0.3 4.2 50.0 14.7 29.8 44.9 0.2 8.0 16.0 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 16 1290 1014 76 1410 730 493 1818 632 113 729 241 V/C Ratio(X) 0.62 0.08 0.04 0.79 1.11 0.48 0.93 1.01 0.02 1.06 0.90 0.08 Avail Cap(c_a), veh/h 57 1290 1014 141 1410 730 493 1818 632 113 729 241 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) 0.99 0.99 0.99 0.09 0.09 0.09 0.60 0.60 0.60 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.2 23.7 2.4 56.7 35.0 13.1 24.1 15.1 8.2 56.0 50.2 43.0 Incr Delay (d2), s/veh 33.3 0.0 0.0 1.7 52.1 0.0 17.4 17.9 0.0 101.9 16.8 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 0.5 0.9 0.1 1.8 30.2 4.9 10.6 9.3 0.1 6.5 7.4 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.5 23.7 2.5 58.4 87.1 13.1 41.4 33.0 8.2 157.9 67.0 43.6 LnGrp LOS F C A E F B D F A F E D
Approach Vol, veh/h 150 1980 2300 800
Approach Delay, s/veh 22.6 73.1 34.6 80.0
Approach LOS C E C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.0 48.9 9.4 49.7 38.9 22.0 5.1 54.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 42.0 10.0 44.0 32.0 18.0 4.0 50.0 Max Q Clear Time (g_c+I1), s 10.0 46.9 6.2 4.3 31.8 18.0 2.7 52.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 55.8
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
35: Lammers Rd & Crossroads Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 34
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 410 300 2000 110 40 720
Future Volume (veh/h) 410 300 2000 110 40 720
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 410 300 2000 110 40 720
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 484 431 2826 877 163 2826
Arrive On Green 0.29 0.29 0.39 0.39 1.00 1.00
Sat Flow, veh/h 1697 1510 5024 1510 184 5024
Grp Volume(v), veh/h 410 300 2000 110 40 720
Grp Sat Flow(s),veh/h/ln1697 1510 1621 1510 184 1621
Q Serve(g_s), s 13.7 10.6 20.8 2.8 12.4 0.0
Cycle Q Clear(g_c), s 13.7 10.6 20.8 2.8 33.2 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 484 431 2826 877 163 2826
V/C Ratio(X) 0.85 0.70 0.71 0.13 0.25 0.25
Avail Cap(c_a), veh/h 622 554 2826 877 163 2826
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.72 0.72 0.62 0.62
Uniform Delay (d), s/veh 20.2 19.1 14.0 8.5 9.9 0.0
Incr Delay (d2), s/veh 8.5 2.6 1.1 0.2 2.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 3.7 7.9 0.8 0.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 21.8 15.1 8.7 12.1 0.1
LnGrp LOS C C BABA
Approach Vol, veh/h 710 2110 760
Approach Delay, s/veh 25.7 14.8 0.8
Approach LOS C B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 38.9 38.9 21.1
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 30.0 30.0 22.0
Max Q Clear Time (g_c+I1), s 22.8 35.2 15.7
Green Ext Time (p_c), s 6.3 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
36: Lammers Rd & Redbridge Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 35
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 60 180 2090 20 20 1100
Future Volume (veh/h) 60 180 2090 20 20 1100
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 60 180 2090 20 20 1100
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 72 216 2107 654 306 3308
Arrive On Green 0.19 0.19 0.43 0.43 0.36 1.00
Sat Flow, veh/h 387 1160 5024 1510 1697 5024
Grp Volume(v), veh/h 241 0 2090 20 20 1100
Grp Sat Flow(s),veh/h/ln1553 0 1621 1510 1697 1621
Q Serve(g_s), s 9.0 0.0 25.6 0.5 0.5 0.0
Cycle Q Clear(g_c), s 9.0 0.0 25.6 0.5 0.5 0.0
Prop In Lane 0.25 0.75 1.00 1.00
Lane Grp Cap(c), veh/h 290 0 2107 654 306 3308
V/C Ratio(X) 0.83 0.00 0.99 0.03 0.07 0.33
Avail Cap(c_a), veh/h 466 0 2107 654 306 3308
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.84 0.84 0.89 0.89
Uniform Delay (d), s/veh 23.5 0.0 16.9 9.8 15.9 0.0
Incr Delay (d2), s/veh 6.9 0.0 16.1 0.1 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 0.0 10.3 0.1 0.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.4 0.0 33.0 9.8 16.0 0.2
LnGrp LOS C A C A B A
Approach Vol, veh/h 241 2110 1120
Approach Delay, s/veh 30.4 32.8 0.5
Approach LOS C C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.8 30.0 44.8 15.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 26.0 34.0 18.0
Max Q Clear Time (g_c+I1), s 2.5 27.6 2.0 11.0
Green Ext Time (p_c), s 0.0 0.0 8.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
37: Lammers Road & Old Schulte Road Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 36
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 110 30 1040 2000 670 460
Future Volume (veh/h) 110 30 1040 2000 670 460
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 110 30 1040 2000 670 460
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 153 136 1585 3870 1251 388
Arrive On Green 0.09 0.09 0.48 0.80 0.26 0.26
Sat Flow, veh/h 1697 1510 3291 5024 5024 1510
Grp Volume(v), veh/h 110 30 1040 2000 670 460
Grp Sat Flow(s),veh/h/ln1697 1510 1646 1621 1621 1510
Q Serve(g_s), s 4.4 1.3 16.8 10.0 8.3 18.0
Cycle Q Clear(g_c), s 4.4 1.3 16.8 10.0 8.3 18.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 153 136 1585 3870 1251 388
V/C Ratio(X) 0.72 0.22 0.66 0.52 0.54 1.18
Avail Cap(c_a), veh/h 436 388 1585 3870 1251 388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.50 0.50 0.93 0.93
Uniform Delay (d), s/veh 31.0 29.6 13.8 2.5 22.4 26.0
Incr Delay (d2), s/veh 6.3 0.8 0.5 0.2 1.5 105.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 1.1 5.0 0.5 3.0 17.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.3 30.4 14.3 2.7 23.9 131.1
LnGrp LOS D C B A C F
Approach Vol, veh/h 140 3040 1130
Approach Delay, s/veh 35.8 6.7 67.6
Approach LOS D A E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 59.7 10.3 37.7 22.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 44.0 18.0 22.0 18.0
Max Q Clear Time (g_c+I1), s 12.0 6.4 18.8 20.0
Green Ext Time (p_c), s 13.9 0.3 1.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
38: Lammers Road & Western Pacific Way Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 37
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 70 70 2970 50 10 690
Future Volume (veh/h) 70 70 2970 50 10 690
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 70 70 2970 50 10 690
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 86 86 3025 939 232 3905
Arrive On Green 0.11 0.11 0.62 0.62 0.14 0.80
Sat Flow, veh/h 794 794 5024 1510 1697 5024
Grp Volume(v), veh/h 141 0 2970 50 10 690
Grp Sat Flow(s),veh/h/ln1599 0 1621 1510 1697 1621
Q Serve(g_s), s 7.8 0.0 53.4 1.2 0.5 2.9
Cycle Q Clear(g_c), s 7.8 0.0 53.4 1.2 0.5 2.9
Prop In Lane 0.50 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 173 0 3025 939 232 3905
V/C Ratio(X) 0.82 0.00 0.98 0.05 0.04 0.18
Avail Cap(c_a), veh/h 320 0 3026 939 232 3905
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.09 0.09 0.93 0.93
Uniform Delay (d), s/veh 39.3 0.0 16.5 6.6 33.8 2.0
Incr Delay (d2), s/veh 9.0 0.0 2.3 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 0.0 15.7 0.3 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.2 0.0 18.8 6.7 33.8 2.1
LnGrp LOS D A B A C A
Approach Vol, veh/h 141 3020 700
Approach Delay, s/veh 48.2 18.6 2.6
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.3 60.0 76.3 13.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 56.0 64.0 18.0
Max Q Clear Time (g_c+I1), s 2.5 55.4 4.9 9.8
Green Ext Time (p_c), s 0.0 0.6 3.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
39: Lammers Road & Valpico Road Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 60 10 20 700 640 70 2380 10 20 710 40 Future Volume (veh/h) 10 60 10 20 700 640 70 2380 10 20 710 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 60 10 20 700 640 70 2380 10 20 710 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 551 974 57 594 615 570 2188 730 125 915 298 Arrive On Green 0.01 0.31 0.31 0.03 0.33 0.33 0.67 0.90 0.90 0.07 0.19 0.19 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 10 60 10 20 700 640 70 2380 10 20 710 40 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 0.7 2.9 0.1 1.4 40.0 40.0 1.8 54.0 0.1 1.3 16.7 1.5 Cycle Q Clear(g_c), s 0.7 2.9 0.1 1.4 40.0 40.0 1.8 54.0 0.1 1.3 16.7 1.5 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 16 551 974 57 594 615 570 2188 730 125 915 298 V/C Ratio(X) 0.62 0.11 0.01 0.35 1.18 1.04 0.12 1.09 0.01 0.16 0.78 0.13 Avail Cap(c_a), veh/h 57 551 974 254 594 615 570 2188 730 125 2026 643 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 0.24 0.24 0.24 0.57 0.57 0.57 0.98 0.98 0.98 Uniform Delay (d), s/veh 59.2 29.6 3.2 56.7 40.0 35.6 13.4 6.0 1.4 52.1 46.3 39.7 Incr Delay (d2), s/veh 33.6 0.1 0.0 0.9 85.0 29.6 0.1 44.5 0.0 0.6 6.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.3 0.0 0.6 31.2 18.8 0.7 11.3 0.0 0.6 7.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.8 29.7 3.2 57.6 125.0 65.2 13.4 50.5 1.4 52.7 52.6 40.6 LnGrp LOS F C A E F F B F A D D D
Approach Vol, veh/h 80 1360 2460 770
Approach Delay, s/veh 34.3 95.9 49.3 52.0
Approach LOS C F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.9 58.0 8.0 41.1 44.3 26.6 5.1 44.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 54.0 18.0 26.0 10.0 50.0 4.0 40.0 Max Q Clear Time (g_c+I1), s 3.3 56.0 3.4 4.9 3.8 18.7 2.7 42.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.1 3.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 63.0
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
40: Lammers Road/Lammers Rd & Samuel James Way Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 39
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 410 2040 10 10 720
Future Volume (veh/h) 10 410 2040 10 10 720
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 410 2040 10 10 720
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 9 369 2308 716 128 2999
Arrive On Green 0.25 0.25 0.47 0.47 0.15 1.00
Sat Flow, veh/h 36 1475 5024 1510 1697 5024
Grp Volume(v), veh/h 421 0 2040 10 10 720
Grp Sat Flow(s),veh/h/ln1514 0 1621 1510 1697 1621
Q Serve(g_s), s 15.0 0.0 22.8 0.1 0.3 0.0
Cycle Q Clear(g_c), s 15.0 0.0 22.8 0.1 0.3 0.0
Prop In Lane 0.02 0.97 1.00 1.00
Lane Grp Cap(c), veh/h 379 0 2308 716 128 2999
V/C Ratio(X) 1.11 0.00 0.88 0.01 0.08 0.24
Avail Cap(c_a), veh/h 379 0 2351 730 128 2999
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 0.73 0.00 1.00 1.00 0.86 0.86
Uniform Delay (d), s/veh 22.5 0.0 14.3 0.6 23.7 0.0
Incr Delay (d2), s/veh 74.0 0.0 5.4 0.0 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.6 0.0 7.2 0.1 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.5 0.0 19.7 0.6 23.9 0.2
LnGrp LOS F A B A C A
Approach Vol, veh/h 421 2050 730
Approach Delay, s/veh 96.5 19.6 0.5
Approach LOS F B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s8.5 32.5 41.0 19.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 29.0 37.0 15.0
Max Q Clear Time (g_c+I1), s 2.3 24.8 2.0 17.0
Green Ext Time (p_c), s 0.0 3.7 5.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
41: Lammers Road/Lammers Rd & Hansen Rd/Ellis Town Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 40 160 40 320 160 520 1880 10 60 670 10 Future Volume (veh/h) 10 40 160 40 320 160 520 1880 10 60 670 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 40 160 40 320 160 520 1880 10 60 670 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 17 237 201 140 367 311 689 2627 815 75 880 13 Arrive On Green 0.01 0.13 0.13 0.08 0.21 0.21 0.41 0.54 0.54 0.04 0.18 0.18 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 4863 1510 1697 4937 74 Grp Volume(v), veh/h 10 40 160 40 320 160 520 1880 10 60 440 240 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1621 1510 1697 1621 1768 Q Serve(g_s), s 0.5 1.6 8.2 1.8 13.9 6.2 21.0 23.2 0.1 2.8 10.3 10.3 Cycle Q Clear(g_c), s 0.5 1.6 8.2 1.8 13.9 6.2 21.0 23.2 0.1 2.8 10.3 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 17 237 201 140 367 311 689 2627 815 75 578 315 V/C Ratio(X) 0.59 0.17 0.80 0.28 0.87 0.52 0.76 0.72 0.01 0.80 0.76 0.76 Avail Cap(c_a), veh/h 85 401 340 140 401 340 689 2627 815 106 729 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.14 0.14 0.14 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 30.8 33.6 34.5 30.8 18.9 20.4 13.8 3.1 37.9 31.2 31.3 Incr Delay (d2), s/veh 28.8 0.3 7.1 1.1 17.7 1.3 0.7 0.2 0.0 24.1 9.1 15.9 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 0.3 0.7 3.3 0.8 7.6 2.7 7.4 6.9 0.1 1.6 4.5 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.2 31.1 40.7 35.6 48.4 20.2 21.0 14.0 3.1 62.0 40.3 47.2 LnGrp LOS E CDDDCCBAEDD
Approach Vol, veh/h 210 520 2410 740
Approach Delay, s/veh 40.2 38.8 15.5 44.3
Approach LOS D D B D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.5 47.2 10.6 14.6 36.5 18.3 4.8 20.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 37.0 4.0 18.0 24.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 4.8 25.2 3.8 10.2 23.0 12.3 2.5 15.9 Green Ext Time (p_c), s 0.0 8.8 0.0 0.4 0.2 1.9 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
42: Sandhu Access & Linne Rd Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 41
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 450 10 10 1510 240 10
Future Volume (veh/h) 450 10 10 1510 240 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 450 10 10 1510 240 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1517 676 17 1777 580 516
Arrive On Green 0.45 0.45 0.01 0.52 0.34 0.34
Sat Flow, veh/h 3474 1510 1697 3474 1697 1510
Grp Volume(v), veh/h 450 10 10 1510 240 10
Grp Sat Flow(s),veh/h/ln1692 1510 1697 1692 1697 1510
Q Serve(g_s), s 5.1 0.2 0.4 23.0 6.5 0.3
Cycle Q Clear(g_c), s 5.1 0.2 0.4 23.0 6.5 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1517 676 17 1777 580 516
V/C Ratio(X) 0.30 0.01 0.58 0.85 0.41 0.02
Avail Cap(c_a), veh/h 1517 676 113 1918 580 516
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.77 0.77 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.5 9.2 29.6 12.2 15.1 13.1
Incr Delay (d2), s/veh 0.1 0.0 26.7 3.6 2.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.1 0.3 7.8 2.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 9.2 56.2 15.9 17.3 13.2
LnGrp LOS B AEBBB
Approach Vol, veh/h 460 1520 250
Approach Delay, s/veh 10.6 16.1 17.2
Approach LOS B B B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 24.5 4.6 30.9 35.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 4.0 26.0 34.0
Max Q Clear Time (g_c+I1), s 8.5 2.4 7.1 25.0
Green Ext Time (p_c), s 0.5 0.0 2.9 6.5
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
43: Lammers Road/Lammers Rd & Linne Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 42
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 1370 380 2020 290 160 700
Future Volume (veh/h) 1370 380 2020 290 160 700
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1167 598 2020 290 160 700
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1188 528 2091 649 170 2772
Arrive On Green 0.35 0.35 0.43 0.43 0.10 0.57
Sat Flow, veh/h 3393 1510 5024 1510 1697 5024
Grp Volume(v), veh/h 1167 598 2020 290 160 700
Grp Sat Flow(s),veh/h/ln1697 1510 1621 1510 1697 1621
Q Serve(g_s), s 34.1 35.0 40.5 13.6 9.4 7.2
Cycle Q Clear(g_c), s 34.1 35.0 40.5 13.6 9.4 7.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1188 528 2091 649 170 2772
V/C Ratio(X) 0.98 1.13 0.97 0.45 0.94 0.25
Avail Cap(c_a), veh/h 1188 528 2091 649 170 2772
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.58 0.58 0.26 0.26 0.87 0.87
Uniform Delay (d), s/veh 32.2 32.5 27.8 20.1 44.7 10.8
Incr Delay (d2), s/veh 15.9 73.1 4.8 0.6 48.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.1 23.1 15.1 4.5 6.1 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.1 105.6 32.6 20.7 93.0 11.0
LnGrp LOS D F C C F B
Approach Vol, veh/h 1765 2310 860
Approach Delay, s/veh 67.6 31.1 26.2
Approach LOS E C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.0 47.0 61.0 39.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 43.0 57.0 35.0
Max Q Clear Time (g_c+I1), s 11.4 42.5 9.2 37.0
Green Ext Time (p_c), s 0.0 0.5 5.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
44: Lammers Rd & Tracy Hills Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 43
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 10 110 190 10 720 10 1330 80 320 1730 30 Future Volume (veh/h) 270 10 110 190 10 720 10 1330 80 320 1730 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 270 10 110 190 10 720 10 1330 80 320 1730 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 269 135 129 318 187 766 16 1422 917 603 2010 1136 Arrive On Green 0.16 0.08 0.08 0.19 0.10 0.10 0.01 0.56 0.56 0.18 0.59 0.59 Sat Flow, veh/h 1697 1781 1510 1697 1781 2657 1697 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 270 10 110 190 10 720 10 1330 80 320 1730 30 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1329 1697 1692 1510 1646 1692 1510 Q Serve(g_s), s 19.0 0.6 6.9 12.3 0.6 8.5 0.7 43.6 0.0 10.6 50.9 0.6 Cycle Q Clear(g_c), s 19.0 0.6 6.9 12.3 0.6 8.5 0.7 43.6 0.0 10.6 50.9 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 269 135 129 318 187 766 16 1422 917 603 2010 1136 V/C Ratio(X) 1.01 0.07 0.85 0.60 0.05 0.94 0.62 0.94 0.09 0.53 0.86 0.03 Avail Cap(c_a), veh/h 269 297 266 318 267 885 57 1495 950 603 2010 1136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.73 0.46 0.46 0.46 Uniform Delay (d), s/veh 50.5 51.5 36.8 44.6 48.3 20.0 59.0 25.0 7.3 44.3 20.2 3.8 Incr Delay (d2), s/veh 56.2 0.2 14.5 3.1 0.1 16.3 25.5 9.9 0.1 0.4 2.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 0.3 3.1 5.4 0.3 7.8 0.4 15.8 0.7 4.2 18.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.7 51.8 51.2 47.7 48.5 36.3 84.6 34.9 7.5 44.8 22.7 3.8 LnGrp LOS F DDDDDFCADCA
Approach Vol, veh/h 390 920 1420 2080
Approach Delay, s/veh 89.7 38.8 33.7 25.8
Approach LOS F D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 26.0 54.4 26.5 13.1 5.1 75.3 23.0 16.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 14.0 53.0 17.0 20.0 4.0 63.0 19.0 18.0 Max Q Clear Time (g_c+I1), s 12.6 45.6 14.3 8.9 2.7 52.9 21.0 10.5 Green Ext Time (p_c), s 0.2 4.9 0.1 0.2 0.0 7.5 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
45: Lammers Rd & I-580 WB On-Ramp/I-580 WB Off-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 44
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 10 0 630 120 780 0 0 470 1540 Future Volume (veh/h) 0 0 0 10 0 630 120 780 0 0 470 1540 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 10 0 630 120 780 0 0 470 1540
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 566 0 503 127 2031 0 0 1664 1306
Arrive On Green 0.33 0.00 0.33 0.08 0.60 0.00 0.00 0.82 0.82 Sat Flow, veh/h 1697 0 1510 1697 3474 0 0 3474 2657
Grp Volume(v), veh/h 10 0 630 120 780 0 0 470 1540
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1697 1692 0 0 1692 1329 Q Serve(g_s), s 0.5 0.0 40.0 8.4 14.4 0.0 0.0 3.9 59.0
Cycle Q Clear(g_c), s 0.5 0.0 40.0 8.4 14.4 0.0 0.0 3.9 59.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 566 0 503 127 2031 0 0 1664 1306 V/C Ratio(X) 0.02 0.00 1.25 0.94 0.38 0.00 0.00 0.28 1.18 Avail Cap(c_a), veh/h 566 0 503 127 2031 0 0 1664 1306
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I) 1.00 0.00 1.00 0.68 0.68 0.00 0.00 0.54 0.54 Uniform Delay (d), s/veh 26.8 0.0 40.0 55.2 12.5 0.0 0.0 5.8 10.7 Incr Delay (d2), s/veh 0.0 0.0 129.0 49.5 0.4 0.0 0.0 0.2 85.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 32.6 5.3 5.1 0.0 0.0 1.2 19.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 0.0 169.0 104.7 12.9 0.0 0.0 6.0 95.8 LnGrp LOS C A F F BAAAF
Approach Vol, veh/h 640 900 2010
Approach Delay, s/veh 166.8 25.1 74.8
Approach LOS F C E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 76.0 13.0 63.0 44.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 72.0 9.0 59.0 40.0
Max Q Clear Time (g_c+I1), s 16.4 10.4 61.0 42.0
Green Ext Time (p_c), s 5.8 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 78.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
46: Lammers Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 0 30 0000 8 0 0 6 0 3 5 0 1 2 00 Future Volume (veh/h) 100 0 30 0000 8 0 0 6 0 3 5 0 1 2 00 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 100 0 30 0 800 60 350 120 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 267 0 119 0 1116 84 433 2405 0
Arrive On Green 0.08 0.00 0.08 0.00 0.35 0.35 0.26 0.71 0.00 Sat Flow, veh/h 3393 0 1510 0 3280 239 1697 3474 0
Grp Volume(v), veh/h 100 0 30 0 424 436 350 120 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1738 1697 1692 0 Q Serve(g_s), s 1.1 0.0 0.7 0.0 8.3 8.3 7.3 0.4 0.0
Cycle Q Clear(g_c), s 1.1 0.0 0.7 0.0 8.3 8.3 7.3 0.4 0.0 Prop In Lane 1.00 1.00 0.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 267 0 119 0 592 608 433 2405 0
V/C Ratio(X) 0.37 0.00 0.25 0.00 0.72 0.72 0.81 0.05 0.00 Avail Cap(c_a), veh/h 2594 0 1154 0 803 825 716 3390 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.6 0.0 16.4 0.0 10.7 10.7 13.2 1.6 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.1 0.0 2.0 1.9 3.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.2 0.0 2.2 2.2 2.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 0.0 17.5 0.0 12.7 12.6 16.9 1.7 0.0 LnGrp LOS B A B ABBBAA
Approach Vol, veh/h 130 860 470
Approach Delay, s/veh 17.5 12.7 13.0
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.7 17.3 7.0 31.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 16.0 18.0 29.0 38.0
Max Q Clear Time (g_c+I1), s 9.3 10.3 3.1 2.4
Green Ext Time (p_c), s 0.6 3.0 0.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
47: Naglee Rd & Middle Rd Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 46
Intersection
Int Delay, s/veh 7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 310 240 10 130 220
Future Vol, veh/h 10 310 240 10 130 220
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 10 310 240 10 130 220

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 730 240 350 0 - 0
Stage 1 240 -----
Stage 2 490 -----
Critical Hdwy 6.48 6.28 4.18 - - -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 2.272 - - -
Pot Cap-1 Maneuver 381 784 1176 - - -
Stage 1 786 -----
Stage 2 604 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 303 784 1176 - - -
Mov Cap-2 Maneuver 303 -----
Stage 1 625 -----
Stage 2 604 -----

Approach EB NB SB
HCM Control Delay, s 13.4 8.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1176 - 747 - -
HCM Lane V/C Ratio 0.204 - 0.428 - -
HCM Control Delay (s) 8.8 0 13.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.8 - 2.2 - -
Tracy Transportation Master Plan Update Future 2042
48: Naglee Rd & Auto Plaza Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 240 10 1560 1100 10 10 10 10 10 730 440 Future Volume (veh/h) 10 240 10 1560 1100 10 10 10 10 10 730 440 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 240 10 1560 1100 10 10 10 10 10 730 440 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 16 325 159 1650 1989 902 16 824 1124 16 824 382 Arrive On Green 0.01 0.10 0.10 0.50 0.59 0.59 0.01 0.24 0.24 0.01 0.24 0.24 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 240 10 1560 1100 10 10 10 10 10 730 440 Grp Sat Flow(s),veh/h/ln 1697 1692 1510 1646 1692 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.6 7.4 0.6 48.0 21.2 0.3 0.6 0.2 0.2 0.6 22.2 26.0 Cycle Q Clear(g_c), s 0.6 7.4 0.6 48.0 21.2 0.3 0.6 0.2 0.2 0.6 22.2 26.0 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 16 325 159 1650 1989 902 16 824 1124 16 824 382 V/C Ratio(X) 0.61 0.74 0.06 0.95 0.55 0.01 0.61 0.01 0.01 0.61 0.89 1.15 Avail Cap(c_a), veh/h 365 570 269 1726 1989 902 64 824 1124 64 824 382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 47.0 43.0 25.3 13.5 8.7 52.7 30.7 3.5 52.7 39.0 39.9 Incr Delay (d2), s/veh 31.9 3.3 0.2 11.1 0.3 0.0 31.9 0.0 0.0 31.9 11.4 94.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.2 0.2 19.9 7.5 0.1 0.4 0.1 0.0 0.4 10.3 19.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.6 50.3 43.2 36.4 13.8 8.7 84.6 30.7 3.5 84.6 50.4 134.1 LnGrp LOS F D D D B A F C A F D F
Approach Vol, veh/h 260 2670 30 1180
Approach Delay, s/veh 51.3 27.0 39.6 81.9
Approach LOS D C D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 30.0 57.5 14.3 5.0 30.0 5.0 66.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 26.0 56.0 18.0 4.0 26.0 23.0 51.0 Max Q Clear Time (g_c+I1), s 2.6 2.2 50.0 9.4 2.6 28.0 2.6 23.2 Green Ext Time (p_c), s 0.0 0.0 3.5 0.9 0.0 0.0 0.0 9.1 Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
49: I-205 WB Ramps/Pavilion Pkwy & Naglee Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 48
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 3580 1240 400 60 40 60 10 10 1190 70 Future Volume (veh/h) 40 10 3580 1240 400 60 40 60 10 10 1190 70 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 10 3580 1240 400 60 40 60 10 10 1190 70 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 87 1503 728 86 2005 294 172 639 626 19 595 558 Arrive On Green 0.03 0.44 0.44 0.05 0.47 0.46 0.04 0.36 0.36 0.01 0.33 0.33 Sat Flow, veh/h 3291 3385 1510 1697 4283 628 4784 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 40 10 3580 1240 301 159 40 60 10 10 1190 70 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1697 1621 1668 1595 1781 1510 1697 1781 1510 Q Serve(g_s), s 1.4 0.2 52.5 6.0 6.4 6.7 1.0 2.6 0.5 0.7 39.5 3.6 Cycle Q Clear(g_c), s 1.4 0.2 52.5 6.0 6.4 6.7 1.0 2.6 0.5 0.7 39.5 3.6 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 87 1503 728 86 1518 781 172 639 626 19 595 558 V/C Ratio(X) 0.46 0.01 4.91 14.40 0.20 0.20 0.23 0.09 0.02 0.53 2.00 0.13 Avail Cap(c_a), veh/h 122 1503 728 86 1518 781 243 639 626 60 595 558 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 56.7 18.3 30.6 56.1 18.4 18.6 55.4 25.2 20.4 58.2 39.4 24.6 Incr Delay (d2), s/veh 3.7 0.0 1764.8 6054.6 0.1 0.1 0.8 0.1 0.0 20.9 455.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 376.6 147.3 2.4 2.6 0.4 1.1 0.2 0.4 91.7 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 18.3 1795.4 6110.7 18.5 18.7 56.2 25.2 20.4 79.1 495.3 24.7 LnGrp LOS E B F F B B E C C E F C
Approach Vol, veh/h 3630 1700 110 1270
Approach Delay, s/veh 1771.4 4462.3 36.1 466.1
Approach LOS F F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.0 56.5 8.3 43.5 7.1 59.4 5.3 46.4 Change Period (Y+Rc), s * 4.7 4.9 4.6 5.3 * 4.2 4.9 * 4.2 5.3 Max Green Setting (Gmax), s * 5.3 51.6 5.4 38.2 * 4.2 53.2 * 4 40.0 Max Q Clear Time (g_c+I1), s 8.0 54.5 3.0 41.5 3.4 8.7 2.7 4.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 2177.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
50: Shopping Center & Naglee Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 49
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 3610 10 10 440 80 10 10 10 20 10 90 Future Volume (veh/h) 110 3610 10 10 440 80 10 10 10 20 10 90 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 110 3610 10 10 440 80 10 10 10 20 10 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 148 3118 9 33 2305 409 33 103 103 59 252 346 Arrive On Green 0.09 0.62 0.62 0.02 0.55 0.55 0.02 0.13 0.13 0.03 0.14 0.14 Sat Flow, veh/h 1697 5007 14 1697 4154 737 1697 817 817 1697 1781 1510 Grp Volume(v), veh/h 110 2336 1284 10 341 179 10 0 20 20 10 90 Grp Sat Flow(s),veh/h/ln1697 1621 1779 1697 1621 1649 1697 0 1634 1697 1781 1510 Q Serve(g_s), s 5.8 57.0 57.0 0.5 4.8 5.0 0.5 0.0 1.0 1.1 0.4 4.5 Cycle Q Clear(g_c), s 5.8 57.0 57.0 0.5 4.8 5.0 0.5 0.0 1.0 1.1 0.4 4.5 Prop In Lane 1.00 0.01 1.00 0.45 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 148 2019 1108 33 1799 915 33 0 206 59 252 346 V/C Ratio(X) 0.74 1.16 1.16 0.30 0.19 0.20 0.30 0.00 0.10 0.34 0.04 0.26 Avail Cap(c_a), veh/h 293 2019 1108 148 1799 915 148 0 518 148 564 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 17.3 17.3 44.3 10.1 10.2 44.3 0.0 35.4 43.1 33.9 28.9 Incr Delay (d2), s/veh 2.7 76.8 81.9 1.8 0.1 0.1 1.8 0.0 0.1 1.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 38.9 44.3 0.2 1.6 1.7 0.2 0.0 0.4 0.5 0.2 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.5 94.1 99.1 46.1 10.2 10.3 46.1 0.0 35.5 44.4 34.0 29.1 LnGrp LOS D F F D B B D A D D C C
Approach Vol, veh/h 3730 530 30 120
Approach Delay, s/veh 94.3 10.9 39.0 32.0
Approach LOS F B D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.3 61.5 6.3 17.5 12.5 55.3 7.7 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.0 57.0 8.0 29.0 15.8 49.2 8.0 29.0 Max Q Clear Time (g_c+I1), s 2.5 59.0 2.5 6.5 7.8 7.0 3.1 3.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 82.2
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
51: I-205 WB On Ramp/Naglee Rd & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 50
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 800 1200 0 890 3550 0 0 0 100 350 80 Future Volume (veh/h) 170 800 1200 0 890 3550 0 0 0 100 350 80 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 1781 1781 1781 0 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 170 800 1200 0 890 0 100 350 80
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88088 888
Cap, veh/h 256 2209 985 0 2534 420 441 499
Arrive On Green 0.08 0.65 0.65 0.00 0.52 0.00 0.25 0.25 0.25 Sat Flow, veh/h 3291 3385 1510 0 5024 1510 1697 1781 1510 Grp Volume(v), veh/h 170 800 1200 0 890 0 100 350 80
Grp Sat Flow(s),veh/h/ln1646 1692 1510 0 1621 1510 1697 1781 1510 Q Serve(g_s), s 3.7 8.0 48.4 0.0 8.0 0.0 3.5 13.6 2.8
Cycle Q Clear(g_c), s 3.7 8.0 48.4 0.0 8.0 0.0 3.5 13.6 2.8 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 256 2209 985 0 2534 420 441 499
V/C Ratio(X) 0.66 0.36 1.22 0.00 0.35 0.24 0.79 0.16
Avail Cap(c_a), veh/h 275 2209 985 0 2534 897 942 924
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 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 5.9 12.9 0.0 10.4 0.0 22.3 26.1 17.5 Incr Delay (d2), s/veh 5.4 0.2 107.3 0.0 0.2 0.0 0.3 3.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 2.1 40.2 0.0 2.4 0.0 1.3 5.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.6 6.1 120.2 0.0 10.6 0.0 22.6 29.4 17.7 LnGrp LOS D A F A B C C B
Approach Vol, veh/h 2170 890 A 530
Approach Delay, s/veh 71.8 10.6 26.4
Approach LOS E B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 52.4 21.8 9.8 42.6
Change Period (Y+Rc), s 5.3 4.0 * 4.2 5.3
Max Green Setting (Gmax), s 47.1 38.6 * 6 36.9
Max Q Clear Time (g_c+I1), s 50.4 15.6 5.7 10.0
Green Ext Time (p_c), s 0.0 2.1 0.0 10.2
Intersection Summary
HCM 6th Ctrl Delay 49.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
52: I-205 EAST OFF RAMP/I-205 EAST & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 52
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 680 230 0 0 4280 10 160 0 850 0 0 0 Future Volume (veh/h) 680 230 0 0 4280 10 160 0 850 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 1781 1781 0 0 1781 1781 1781 0 1781 Adj Flow Rate, veh/h 680 230 0 0 4280 0 160 0 850
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 80088808
Cap, veh/h 283 2056 0 0 1982 553 0 492
Arrive On Green 0.17 0.61 0.00 0.00 0.41 0.00 0.33 0.00 0.33 Sat Flow, veh/h 1697 3474 0 0 5024 1510 1697 0 1510
Grp Volume(v), veh/h 680 230 0 0 4280 0 160 0 850
Grp Sat Flow(s),veh/h/ln1697 1692 0 0 1621 1510 1697 0 1510 Q Serve(g_s), s 20.0 3.4 0.0 0.0 48.9 0.0 8.4 0.0 39.1
Cycle Q Clear(g_c), s 20.0 3.4 0.0 0.0 48.9 0.0 8.4 0.0 39.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 283 2056 0 0 1982 553 0 492
V/C Ratio(X) 2.40 0.11 0.00 0.00 2.16 0.29 0.00 1.73
Avail Cap(c_a), veh/h 283 2056 0 0 1982 553 0 492
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 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.0 9.9 0.0 0.0 35.6 0.0 30.1 0.0 40.4 Incr Delay (d2), s/veh 642.9 0.0 0.0 0.0 523.5 0.0 0.8 0.0 336.0 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 58.8 1.2 0.0 0.0 114.4 0.0 3.6 0.0 60.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 692.9 10.0 0.0 0.0 559.1 0.0 30.9 0.0 376.5 LnGrp LOS F A A A F C A F
Approach Vol, veh/h 910 4280 A 1010
Approach Delay, s/veh 520.3 559.1 321.8
Approach LOS F F F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 76.9 24.0 52.9 43.1
Change Period (Y+Rc), s 5.3 * 4.2 5.3 4.2
Max Green Setting (Gmax), s 71.6 * 20 47.6 38.9
Max Q Clear Time (g_c+I1), s 5.4 22.0 50.9 41.1
Green Ext Time (p_c), s 1.6 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 514.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Tracy Transportation Master Plan Update Future 2042
53: Crossroads Dr & Eleventh St Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 53
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1020 70 30 3780 40 550 160 270 60 20 70 Future Volume (veh/h) 40 1020 70 30 3780 40 550 160 270 60 20 70 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 1020 70 30 3780 40 550 160 270 60 20 70 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 92 2254 700 78 2211 686 263 379 321 112 43 151 Arrive On Green 0.05 0.46 0.46 0.05 0.45 0.45 0.16 0.21 0.21 0.07 0.12 0.12 Sat Flow, veh/h 1697 4863 1510 1697 4863 1510 1697 1781 1510 1697 347 1215 Grp Volume(v), veh/h 40 1020 70 30 3780 40 550 160 270 60 0 90 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1697 1621 1510 1697 1781 1510 1697 0 1563 Q Serve(g_s), s 2.2 13.8 2.5 1.7 44.0 1.4 15.0 7.5 16.6 3.3 0.0 5.2 Cycle Q Clear(g_c), s 2.2 13.8 2.5 1.7 44.0 1.4 15.0 7.5 16.6 3.3 0.0 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 92 2254 700 78 2211 686 263 379 321 112 0 194 V/C Ratio(X) 0.43 0.45 0.10 0.39 1.71 0.06 2.09 0.42 0.84 0.53 0.00 0.46 Avail Cap(c_a), veh/h 149 2254 700 149 2211 686 263 679 576 177 0 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.3 17.6 14.6 44.9 26.4 14.8 40.9 32.9 36.5 43.7 0.0 39.4 Incr Delay (d2), s/veh 1.2 0.2 0.1 1.2 321.2 0.0 503.9 0.7 5.9 1.5 0.0 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/ln 0.9 4.7 0.8 0.7 80.8 0.5 42.9 3.3 6.5 1.4 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 17.8 14.7 46.0 347.6 14.8 544.8 33.7 42.4 45.2 0.0 40.7 LnGrp LOS D B B D F B F C D D A D
Approach Vol, veh/h 1130 3850 980 150
Approach Delay, s/veh 18.6 341.8 322.9 42.5
Approach LOS B F F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.4 50.3 20.0 17.0 10.3 49.5 11.4 25.6 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 8.5 44.0 15.0 32.0 8.5 44.0 10.1 36.9 Max Q Clear Time (g_c+I1), s 3.7 15.8 17.0 7.2 4.2 46.0 5.3 18.6 Green Ext Time (p_c), s 0.0 10.9 0.0 0.4 0.0 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 271.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
54: Cross Roads Dr & Pomontory Pkwy/New Schulte Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 54
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 240 30 320 1490 230 380 290 10 20 80 80 Future Volume (veh/h) 80 240 30 320 1490 230 380 290 10 20 80 80 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 80 240 30 320 1490 230 380 290 10 20 80 80 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 101 1053 130 139 1089 166 174 381 13 33 248 210 Arrive On Green 0.06 0.35 0.35 0.08 0.37 0.37 0.10 0.22 0.22 0.02 0.14 0.14 Sat Flow, veh/h 1697 3032 375 1697 2946 448 1697 1712 59 1697 1781 1510 Grp Volume(v), veh/h 80 133 137 320 846 874 380 0 300 20 80 80 Grp Sat Flow(s),veh/h/ln1697 1692 1714 1697 1692 1701 1697 0 1771 1697 1781 1510 Q Serve(g_s), s 2.3 2.7 2.8 4.0 18.0 18.0 5.0 0.0 7.7 0.6 2.0 2.3 Cycle Q Clear(g_c), s 2.3 2.7 2.8 4.0 18.0 18.0 5.0 0.0 7.7 0.6 2.0 2.3 Prop In Lane 1.00 0.22 1.00 0.26 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 101 588 595 139 626 629 174 0 394 33 248 210 V/C Ratio(X) 0.79 0.23 0.23 2.30 1.35 1.39 2.18 0.00 0.76 0.61 0.32 0.38 Avail Cap(c_a), veh/h 697 1182 1197 139 626 629 174 0 691 592 1134 961 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 22.6 11.3 11.3 22.3 15.3 15.3 21.8 0.0 17.7 23.7 18.9 19.0 Incr Delay (d2), s/veh 12.6 0.2 0.2 605.2 169.0 185.0 550.0 0.0 3.1 16.5 0.7 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/ln 1.2 0.9 0.9 24.8 34.7 37.7 28.4 0.0 3.0 0.4 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 11.4 11.5 627.6 184.4 200.4 571.8 0.0 20.8 40.2 19.6 20.2 LnGrp LOS D B B FFFFACDBC
Approach Vol, veh/h 350 2040 680 180
Approach Delay, s/veh 16.9 260.8 328.7 22.2
Approach LOS B F F C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 14.8 8.0 20.9 9.0 10.8 6.9 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 19.0 4.0 34.0 5.0 31.0 20.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 9.7 6.0 4.8 7.0 4.3 4.3 20.0 Green Ext Time (p_c), s 0.0 1.1 0.0 1.5 0.0 0.6 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 235.5
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
55: CORRAL HOLLOW RD & W. Larch Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 55
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 630 790 700 170 310 50
Future Volume (veh/h) 630 790 700 170 310 50
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 630 790 700 170 310 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 679 604 1760 785 311 1760
Arrive On Green 0.40 0.40 0.52 0.52 0.52 0.52
Sat Flow, veh/h 1697 1510 3474 1510 606 3474
Grp Volume(v), veh/h 630 790 700 170 310 50
Grp Sat Flow(s),veh/h/ln1697 1510 1692 1510 606 1692
Q Serve(g_s), s 35.4 40.0 12.5 6.1 39.5 0.7
Cycle Q Clear(g_c), s 35.4 40.0 12.5 6.1 52.0 0.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 679 604 1760 785 311 1760
V/C Ratio(X) 0.93 1.31 0.40 0.22 1.00 0.03
Avail Cap(c_a), veh/h 679 604 1760 785 311 1760
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.6 30.0 14.5 13.0 34.8 11.7
Incr Delay (d2), s/veh 19.1 150.4 0.1 0.1 49.7 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 17.6 39.3 4.5 2.0 11.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.8 180.4 14.7 13.1 84.5 11.7
LnGrp LOS D F B B F B
Approach Vol, veh/h 1420 870 360
Approach Delay, s/veh 121.5 14.4 74.4
Approach LOS F B E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 56.0 56.0 44.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 52.0 52.0 40.0
Max Q Clear Time (g_c+I1), s 14.5 54.0 42.0
Green Ext Time (p_c), s 6.1 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 79.9
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
56: CORRAL HOLLOW RD & Auto Plaza Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 56
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 190 60 2040 680 50 630
Future Volume (veh/h) 190 60 2040 680 50 630
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 190 60 2040 680 50 630
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 222 1108 1984 2701 540 439
Arrive On Green 0.13 0.13 0.60 0.80 0.16 0.16
Sat Flow, veh/h 1697 1510 3291 3474 3474 1510
Grp Volume(v), veh/h 190 60 2040 680 50 630
Grp Sat Flow(s),veh/h/ln1697 1510 1646 1692 1692 1510
Q Serve(g_s), s 12.4 1.2 68.0 5.7 1.4 18.0
Cycle Q Clear(g_c), s 12.4 1.2 68.0 5.7 1.4 18.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 222 1108 1984 2701 540 439
V/C Ratio(X) 0.85 0.05 1.03 0.25 0.09 1.44
Avail Cap(c_a), veh/h 331 1205 1984 2701 540 439
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.9 4.2 22.4 2.9 40.4 40.0
Incr Delay (d2), s/veh 13.1 0.0 27.7 0.0 0.1 208.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 2.4 31.0 1.4 0.6 48.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.1 4.2 50.1 2.9 40.5 248.7
LnGrp LOS E A F A D F
Approach Vol, veh/h 250 2720 680
Approach Delay, s/veh 47.4 38.3 233.3
Approach LOS D D F
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 94.0 18.8 72.0 22.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 90.0 22.0 68.0 18.0
Max Q Clear Time (g_c+I1), s 7.7 14.4 70.0 20.0
Green Ext Time (p_c), s 5.4 0.4 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 75.3
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
57: Corral Hollow Rd & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 57
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 680 160 100 1540 570 1330 1130 10 80 210 50 Future Volume (veh/h) 250 680 160 100 1540 570 1330 1130 10 80 210 50 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 250 680 0 100 1540 570 1330 1130 10 80 210 50 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 141 1828 266 1265 632 1271 1124 623 375 490 294 Arrive On Green 0.08 0.38 0.00 0.08 0.37 0.36 0.27 0.33 0.33 0.08 0.14 0.13 Sat Flow, veh/h 1697 4863 1510 3291 3385 1510 4784 3385 1510 4784 3385 1510 Grp Volume(v), veh/h 250 680 0 100 1540 570 1330 1130 10 80 210 50 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1646 1692 1510 1595 1692 1510 1595 1692 1510 Q Serve(g_s), s 10.0 12.2 0.0 3.5 45.0 42.5 32.0 40.0 0.5 1.9 6.8 3.3 Cycle Q Clear(g_c), s 10.0 12.2 0.0 3.5 45.0 42.5 32.0 40.0 0.5 1.9 6.8 3.3 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 141 1828 266 1265 632 1271 1124 623 375 490 294 V/C Ratio(X) 1.77 0.37 0.38 1.22 0.90 1.05 1.01 0.02 0.21 0.43 0.17 Avail Cap(c_a), veh/h 141 1828 301 1265 632 1271 1124 623 437 984 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.2 27.3 0.0 52.5 37.7 32.7 44.2 40.2 20.9 52.0 47.0 40.4 Incr Delay (d2), s/veh 375.8 0.1 0.0 0.9 105.4 16.1 38.3 28.1 0.0 0.3 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.9 4.6 0.0 1.4 36.3 17.6 16.7 20.4 0.2 0.8 2.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 431.1 27.4 0.0 53.4 143.2 48.8 82.5 68.4 20.9 52.3 47.5 40.7 LnGrp LOS F C D F D F F C D D D
Approach Vol, veh/h 930 A 2210 2470 340
Approach Delay, s/veh 135.9 114.8 75.8 47.7
Approach LOS F F E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.4 44.0 13.7 49.3 36.0 21.4 14.0 49.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 38.0 9.0 40.0 30.0 33.0 8.0 43.0 Max Q Clear Time (g_c+I1), s 3.9 42.0 5.5 14.2 34.0 8.8 12.0 47.0 Green Ext Time (p_c), s 0.1 0.0 0.1 3.3 0.0 1.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 98.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 58
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 840 290 40 2300 440 410 2120 80 130 320 1150 Future Volume (veh/h) 230 840 290 40 2300 440 410 2120 80 130 320 1150 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 230 840 0 40 2300 440 410 2120 80 130 320 1150 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 302 1839 237 1743 642 219 1783 662 219 1783 692 Arrive On Green 0.09 0.38 0.00 0.07 0.36 0.36 0.07 0.37 0.37 0.07 0.37 0.37 Sat Flow, veh/h 3291 4863 1510 3291 4863 1510 3291 4863 1510 3291 4863 1510 Grp Volume(v), veh/h 230 840 0 40 2300 440 410 2120 80 130 320 1150 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1646 1621 1510 1646 1621 1510 1646 1621 1510 Q Serve(g_s), s 8.2 15.6 0.0 1.4 43.0 28.4 8.0 44.0 3.8 4.6 5.4 44.0 Cycle Q Clear(g_c), s 8.2 15.6 0.0 1.4 43.0 28.4 8.0 44.0 3.8 4.6 5.4 44.0 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 302 1839 237 1743 642 219 1783 662 219 1783 692 V/C Ratio(X) 0.76 0.46 0.17 1.32 0.69 1.87 1.19 0.12 0.59 0.18 1.66 Avail Cap(c_a), veh/h 302 1839 302 1743 642 219 1783 662 219 1783 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 28.1 0.0 52.3 38.5 28.0 56.0 38.0 20.0 54.4 25.8 32.5 Incr Delay (d2), s/veh 10.9 0.2 0.0 0.3 148.1 3.0 407.7 90.9 0.1 6.5 0.0 304.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 5.8 0.0 0.6 40.0 10.4 15.7 31.7 1.3 2.1 2.0 77.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 28.2 0.0 52.7 186.6 31.0 463.7 128.9 20.1 60.9 25.8 336.8 LnGrp LOS E C D F C F F C E C F
Approach Vol, veh/h 1070 A 2780 2610 1600
Approach Delay, s/veh 35.9 160.0 178.2 252.2
Approach LOS D F F F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.6 49.4 11.0 48.0 14.0 47.0 11.0 48.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 41.0 6.0 42.0 9.0 41.0 6.0 42.0 Max Q Clear Time (g_c+I1), s 3.4 17.6 6.6 46.0 10.2 45.0 10.0 46.0 Green Ext Time (p_c), s 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 167.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
59: CORRAL HOLLOW RD & New Schulte Rd/NEW SCHULTE ROAD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 59
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 150 60 20 1450 500 150 1930 30 240 430 280 Future Volume (veh/h) 10 150 60 20 1450 500 150 1930 30 240 430 280 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 150 60 20 1450 500 150 1930 30 240 430 280 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 24 1355 689 42 1031 336 95 1749 27 185 1149 535 Arrive On Green 0.01 0.40 0.40 0.02 0.41 0.41 0.06 0.35 0.35 0.06 0.35 0.35 Sat Flow, veh/h 1697 3385 1510 1697 2510 817 1697 4933 77 3291 3242 1510 Grp Volume(v), veh/h 10 150 60 20 950 1000 150 1268 692 240 430 280 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1634 1697 1621 1768 1646 1621 1510 Q Serve(g_s), s 0.7 3.2 2.6 1.3 47.5 47.5 6.5 41.0 41.0 6.5 11.4 17.0 Cycle Q Clear(g_c), s 0.7 3.2 2.6 1.3 47.5 47.5 6.5 41.0 41.0 6.5 11.4 17.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 24 1355 689 42 695 671 95 1149 627 185 1149 535 V/C Ratio(X) 0.41 0.11 0.09 0.48 1.37 1.49 1.57 1.10 1.10 1.30 0.37 0.52 Avail Cap(c_a), veh/h 88 1390 705 88 695 671 95 1149 627 185 1149 535 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 56.5 21.8 17.8 55.7 34.1 34.1 54.6 37.3 37.3 54.6 27.8 29.6 Incr Delay (d2), s/veh 4.1 0.0 0.1 3.1 174.2 228.2 302.1 59.5 67.9 167.7 0.2 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.3 0.9 0.6 52.0 60.3 10.7 25.0 28.7 6.9 4.3 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 21.8 17.8 58.8 208.2 262.3 356.7 96.8 105.2 222.3 28.0 30.5 LnGrp LOS E C B E FFFFFFCC
Approach Vol, veh/h 220 1970 2110 950
Approach Delay, s/veh 22.5 234.2 118.1 77.8
Approach LOS C F F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.3 51.3 11.0 46.0 6.1 52.5 11.0 46.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 6.0 47.5 6.5 41.0 6.0 47.5 6.5 41.0 Max Q Clear Time (g_c+I1), s 3.3 5.2 8.5 43.0 2.7 49.5 8.5 19.0 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 0.0 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 150.3
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
60: Corral Hollow Rd & Valpico Rd/VALPICO RD. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 60
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 70 10 50 940 510 30 1150 10 30 300 30 Future Volume (veh/h) 10 70 10 50 940 510 30 1150 10 30 300 30 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 70 10 50 940 510 30 1150 10 30 300 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 1169 163 63 897 476 38 1169 10 119 1312 585 Arrive On Green 0.01 0.39 0.39 0.04 0.42 0.42 0.02 0.34 0.34 0.07 0.39 0.39 Sat Flow, veh/h 1697 2977 416 1697 2136 1134 1697 3439 30 1697 3385 1510 Grp Volume(v), veh/h 10 39 41 50 740 710 30 566 594 30 300 30 Grp Sat Flow(s),veh/h/ln1697 1692 1700 1697 1692 1577 1697 1692 1776 1697 1692 1510 Q Serve(g_s), s 0.6 1.4 1.5 2.9 42.0 42.0 1.8 33.2 33.2 1.7 6.0 1.1 Cycle Q Clear(g_c), s 0.6 1.4 1.5 2.9 42.0 42.0 1.8 33.2 33.2 1.7 6.0 1.1 Prop In Lane 1.00 0.24 1.00 0.72 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 16 664 668 63 711 663 38 575 604 119 1312 585 V/C Ratio(X) 0.61 0.06 0.06 0.79 1.04 1.07 0.78 0.98 0.98 0.25 0.23 0.05 Avail Cap(c_a), veh/h 68 664 668 119 711 663 102 575 604 119 1312 585 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 49.3 18.9 18.9 47.8 29.0 29.0 48.6 32.7 32.7 44.0 20.6 13.9 Incr Delay (d2), s/veh 31.1 0.0 0.0 19.7 45.1 55.6 26.6 32.4 31.6 1.1 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.6 0.6 1.6 24.8 25.1 1.0 17.7 18.5 0.7 2.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.4 18.9 18.9 67.5 74.1 84.6 75.2 65.1 64.3 45.1 21.0 14.1 LnGrp LOS F B B E F F E E E D C B
Approach Vol, veh/h 90 1500 1190 360
Approach Delay, s/veh 25.8 78.8 65.0 22.4
Approach LOS C E E C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 38.0 7.7 43.3 6.3 42.8 5.0 46.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 34.0 7.0 39.0 6.0 32.0 4.0 42.0 Max Q Clear Time (g_c+I1), s 3.7 35.2 4.9 3.5 3.8 8.0 2.6 44.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 1.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 65.6
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
61: Corral Hollow Rd & Samuel James Way Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 61
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 40 10 380 1150 340 10
Future Volume (veh/h) 40 10 380 1150 340 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 40 10 380 1150 340 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 72 64 807 2564 615 274
Arrive On Green 0.04 0.04 0.48 0.76 0.18 0.18
Sat Flow, veh/h 1697 1510 1697 3474 3474 1510
Grp Volume(v), veh/h 40 10 380 1150 340 10
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1510
Q Serve(g_s), s 0.9 0.3 6.1 5.0 3.7 0.2
Cycle Q Clear(g_c), s 0.9 0.3 6.1 5.0 3.7 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 72 64 807 2564 615 274
V/C Ratio(X) 0.55 0.16 0.47 0.45 0.55 0.04
Avail Cap(c_a), veh/h 212 189 807 2564 1608 717
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97
Uniform Delay (d), s/veh 18.8 18.5 7.1 1.8 14.9 6.7
Incr Delay (d2), s/veh 6.4 1.1 0.4 0.6 3.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.2 1.2 0.2 1.3 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.2 19.6 7.5 2.4 18.3 6.9
LnGrp LOS C BAABA
Approach Vol, veh/h 50 1530 350
Approach Delay, s/veh 24.1 3.6 18.0
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 34.3 5.7 23.0 11.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 5.0 4.0 19.0
Max Q Clear Time (g_c+I1), s 7.0 2.9 8.1 5.7
Green Ext Time (p_c), s 7.8 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 6.8
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 62
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 50 10 40 90 350 40 1150 10 50 290 10 Future Volume (veh/h) 50 50 10 40 90 350 40 1150 10 50 290 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 50 10 40 90 350 40 1150 10 50 290 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 83 466 93 73 101 393 73 1241 553 83 1261 562 Arrive On Green 0.05 0.32 0.32 0.04 0.32 0.32 0.04 0.37 0.37 0.05 0.37 0.37 Sat Flow, veh/h 1697 1441 288 1697 319 1240 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 50 0 60 40 0 440 40 1150 10 50 290 10 Grp Sat Flow(s),veh/h/ln1697 0 1730 1697 0 1558 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 2.4 0.0 2.1 2.0 0.0 22.7 2.0 27.5 0.4 2.4 5.0 0.4 Cycle Q Clear(g_c), s 2.4 0.0 2.1 2.0 0.0 22.7 2.0 27.5 0.4 2.4 5.0 0.4 Prop In Lane 1.00 0.17 1.00 0.80 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 83 0 559 73 0 495 73 1241 553 83 1261 562 V/C Ratio(X) 0.60 0.00 0.11 0.55 0.00 0.89 0.55 0.93 0.02 0.60 0.23 0.02 Avail Cap(c_a), veh/h 121 0 696 121 0 627 121 1258 561 121 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 0.0 20.0 39.6 0.0 27.4 39.6 25.7 17.1 39.3 18.2 16.7 Incr Delay (d2), s/veh 6.8 0.0 0.1 6.2 0.0 12.5 6.2 11.9 0.0 6.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.8 0.9 0.0 9.9 0.9 11.9 0.1 1.1 1.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 0.0 20.1 45.8 0.0 39.9 45.8 37.5 17.1 46.1 18.3 16.8 LnGrp LOS D A C D A D D D B D B B
Approach Vol, veh/h 110 480 1200 350
Approach Delay, s/veh 31.9 40.4 37.6 22.2
Approach LOS CDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.1 36.8 7.7 31.9 7.7 37.3 8.1 31.4 Change Period (Y+Rc), s 4.0 * 5.8 4.0 4.6 4.0 5.8 4.0 4.6 Max Green Setting (Gmax), s 6.0 * 31 6.0 34.0 6.0 30.6 6.0 34.0 Max Q Clear Time (g_c+I1), s 4.4 29.5 4.0 4.1 4.0 7.0 4.4 24.7 Green Ext Time (p_c), s 0.0 1.4 0.0 0.3 0.0 2.4 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 35.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
63: Corral Hollow Rd & Summit Dr/Middlefield Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 63
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 20 30 280 90 10 400 1180 40 10 330 10 Future Volume (veh/h) 10 20 30 280 90 10 400 1180 40 10 330 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 20 30 280 90 10 400 1180 40 10 330 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 25 56 83 319 409 45 440 1526 680 25 764 341
Arrive On Green 0.01 0.09 0.09 0.19 0.26 0.26 0.26 0.45 0.45 0.01 0.23 0.23 Sat Flow, veh/h 1697 643 965 1697 1575 175 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 0 50 280 0 100 400 1180 40 10 330 10 Grp Sat Flow(s),veh/h/ln1697 0 1608 1697 0 1750 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.5 0.0 2.3 12.6 0.0 3.5 18.0 23.1 1.2 0.5 6.6 0.4 Cycle Q Clear(g_c), s 0.5 0.0 2.3 12.6 0.0 3.5 18.0 23.1 1.2 0.5 6.6 0.4 Prop In Lane 1.00 0.60 1.00 0.10 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 25 0 139 319 0 454 440 1526 680 25 764 341 V/C Ratio(X) 0.39 0.00 0.36 0.88 0.00 0.22 0.91 0.77 0.06 0.39 0.43 0.03 Avail Cap(c_a), veh/h 130 0 676 367 0 980 497 1879 838 130 1211 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 0.0 33.8 31.0 0.0 22.8 28.2 18.2 12.2 38.3 26.1 23.7 Incr Delay (d2), s/veh 9.6 0.0 1.6 18.8 0.0 0.2 19.4 1.9 0.1 9.6 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.0 6.6 0.0 1.4 9.0 8.0 0.4 0.2 2.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 0.0 35.4 49.8 0.0 23.1 47.6 20.1 12.2 47.9 26.6 23.8 LnGrp LOS D A D D A C D C B D C C
Approach Vol, veh/h 60 380 1620 350
Approach Delay, s/veh 37.5 42.8 26.7 27.2
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.7 41.2 18.8 11.9 24.4 23.5 5.2 25.5 Change Period (Y+Rc), s 5.5 5.8 4.0 5.1 4.0 5.8 4.0 5.1 Max Green Setting (Gmax), s 6.0 43.6 17.0 33.0 23.0 28.1 6.0 44.0 Max Q Clear Time (g_c+I1), s 2.5 25.1 14.6 4.3 20.0 8.6 2.5 5.5 Green Ext Time (p_c), s 0.0 10.3 0.2 0.2 0.4 2.6 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
64: Corral Hollow Rd & W. Linne Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 64
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 390 10 300 1250 820 10 730 540 100 270 260 Future Volume (veh/h) 60 390 10 300 1250 820 10 730 540 100 270 260 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 390 10 300 1250 820 10 730 0 100 270 260 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 73 1488 38 365 1723 768 16 815 117 508 453
Arrive On Green 0.04 0.44 0.44 0.11 0.51 0.51 0.01 0.24 0.00 0.07 0.30 0.30 Sat Flow, veh/h 1697 3372 86 3291 3385 1510 1697 3385 1510 1697 1692 1510 Grp Volume(v), veh/h 60 195 205 300 1250 820 10 730 0 100 270 260 Grp Sat Flow(s),veh/h/ln1697 1692 1766 1646 1692 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 4.1 8.5 8.5 10.3 33.3 59.0 0.7 24.2 0.0 6.8 15.4 16.9 Cycle Q Clear(g_c), s 4.1 8.5 8.5 10.3 33.3 59.0 0.7 24.2 0.0 6.8 15.4 16.9 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 73 747 779 365 1723 768 16 815 117 508 453 V/C Ratio(X) 0.82 0.26 0.26 0.82 0.73 1.07 0.62 0.90 0.85 0.53 0.57 Avail Cap(c_a), veh/h 73 747 779 483 1723 768 59 934 117 526 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.0 20.5 20.5 50.4 22.2 28.5 57.2 42.6 0.0 53.4 33.8 34.3 Incr Delay (d2), s/veh 49.8 0.2 0.2 8.4 1.6 51.9 33.0 10.2 0.0 42.2 0.9 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/ln 2.7 3.2 3.3 4.5 12.3 29.9 0.4 10.8 0.0 4.2 6.2 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.8 20.6 20.6 58.8 23.7 80.3 90.2 52.8 0.0 95.6 34.7 35.9 LnGrp LOS F C C E C F F D F C D
Approach Vol, veh/h 460 2370 740 A 630
Approach Delay, s/veh 31.6 47.7 53.3 44.9
Approach LOS CDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.0 31.9 16.9 55.1 5.1 38.8 9.0 63.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 32.0 17.0 47.0 4.0 36.0 5.0 59.0 Max Q Clear Time (g_c+I1), s 8.8 26.2 12.3 10.5 2.7 18.9 6.1 61.0 Green Ext Time (p_c), s 0.0 1.7 0.5 2.1 0.0 1.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 46.5
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
65: Corral Hollow Rd & Sandhu Access Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 65
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 10 240 1260 560 10
Future Volume (veh/h) 10 10 240 1260 560 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 10 240 1260 560 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 35 31 314 2266 1116 498
Arrive On Green 0.02 0.02 0.18 0.67 0.33 0.33
Sat Flow, veh/h 1697 1510 1697 3474 3474 1510
Grp Volume(v), veh/h 10 10 240 1260 560 10
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1510
Q Serve(g_s), s 0.1 0.2 3.5 5.1 3.4 0.1
Cycle Q Clear(g_c), s 0.1 0.2 3.5 5.1 3.4 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 35 31 314 2266 1116 498
V/C Ratio(X) 0.28 0.32 0.76 0.56 0.50 0.02
Avail Cap(c_a), veh/h 1182 1052 788 4456 2359 1052
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.5 12.5 10.0 2.2 7.0 5.8
Incr Delay (d2), s/veh 4.3 5.7 3.9 0.2 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.9 0.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 18.2 13.9 2.5 7.3 5.9
LnGrp LOS B BBAAA
Approach Vol, veh/h 20 1500 570
Approach Delay, s/veh 17.5 4.3 7.3
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.3 4.5 8.8 12.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.0 18.0 12.0 18.0
Max Q Clear Time (g_c+I1), s 7.1 2.2 5.5 5.4
Green Ext Time (p_c), s 9.6 0.0 0.3 3.1
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
66: CORRAL HOLLOW RD & Tracy Hills Dr/KT Access Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 66
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 110 110 110 70 210 280 1060 170 260 170 150 Future Volume (veh/h) 240 110 110 110 70 210 280 1060 170 260 170 150 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 240 110 110 110 175 140 280 1060 170 260 170 150 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 385 133 133 138 226 192 1472 1122 500 812 443 198 Arrive On Green 0.12 0.16 0.16 0.08 0.13 0.13 0.45 0.33 0.33 0.25 0.13 0.13 Sat Flow, veh/h 3291 817 817 1697 1781 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 240 0 220 110 175 140 280 1060 170 260 170 150 Grp Sat Flow(s),veh/h/ln1646 0 1634 1697 1781 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 6.3 0.0 11.7 5.7 8.6 8.0 4.6 27.4 7.6 5.8 4.1 8.6 Cycle Q Clear(g_c), s 6.3 0.0 11.7 5.7 8.6 8.0 4.6 27.4 7.6 5.8 4.1 8.6 Prop In Lane 1.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 385 0 266 138 226 192 1472 1122 500 812 443 198 V/C Ratio(X) 0.62 0.00 0.83 0.80 0.77 0.73 0.19 0.94 0.34 0.32 0.38 0.76 Avail Cap(c_a), veh/h 658 0 436 226 356 302 1472 1128 503 812 940 419 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 0.0 36.5 40.6 38.0 37.8 15.0 29.3 22.7 27.7 35.8 37.7 Incr Delay (d2), s/veh 1.7 0.0 6.7 10.0 5.5 5.2 0.0 2.3 0.2 0.2 2.5 23.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 5.1 2.8 4.1 3.2 1.5 10.3 2.7 2.1 1.8 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 43.2 50.6 43.6 43.0 15.0 31.5 22.8 27.9 38.3 61.3 LnGrp LOS D A DDDDBCCCDE
Approach Vol, veh/h 460 425 1510 580
Approach Delay, s/veh 41.3 45.2 27.5 39.6
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 26.2 33.8 11.3 18.6 44.3 15.8 14.5 15.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 30.0 12.0 24.0 13.0 25.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 7.8 29.4 7.7 13.7 6.6 10.6 8.3 10.6 Green Ext Time (p_c), s 0.0 0.4 0.1 0.9 0.5 1.2 0.6 0.9 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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67: Corral Hollow Rd & I-580 WB On Ramp/I-580 WB Off Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 67
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 10 0 1360 10 150 0 0 240 140 Future Volume (veh/h) 0 0 0 10 0 1360 10 150 0 0 240 140 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 10 0 0 10 150 0 0 240 140
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 16 0 1319 3127 0 0 383 171
Arrive On Green 0.01 0.00 0.00 0.78 0.92 0.00 0.00 0.11 0.11 Sat Flow, veh/h 1697 0 1510 1697 3474 0 0 3474 1510
Grp Volume(v), veh/h 10 0 0 10 150 0 0 240 140
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1697 1692 0 0 1692 1510 Q Serve(g_s), s 0.7 0.0 0.0 0.2 0.4 0.0 0.0 8.1 10.9
Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.2 0.4 0.0 0.0 8.1 10.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 16 0 1319 3127 0 0 383 171
V/C Ratio(X) 0.62 0.00 0.01 0.05 0.00 0.00 0.63 0.82
Avail Cap(c_a), veh/h 1216 0 1319 3127 0 0 508 226
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 0.00 0.99 0.99 0.00 0.00 0.95 0.95 Uniform Delay (d), s/veh 59.2 0.0 0.0 3.0 0.4 0.0 0.0 50.8 52.0 Incr Delay (d2), s/veh 33.6 0.0 0.0 0.0 0.0 0.0 0.0 7.2 32.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.0 0.0 0.0 0.0 3.7 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.8 0.0 0.0 3.0 0.4 0.0 0.0 57.9 84.3 LnGrp LOS F A AAAAEF
Approach Vol, veh/h 10 A 160 380
Approach Delay, s/veh 92.8 0.6 67.7
Approach LOS F A E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 114.9 97.3 17.6 5.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 26.0 4.0 18.0 86.0
Max Q Clear Time (g_c+I1), s 2.4 2.2 12.9 2.7
Green Ext Time (p_c), s 0.5 0.0 0.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 48.6
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

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68: Corral Hollow Rd & 580 EB Off Ramp/580 EB On Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 68
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 0 10 0000 1 0 0 2 0 2 1 0 4 00 Future Volume (veh/h) 60 0 10 0000 1 0 0 2 0 2 1 0 4 00 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 60 0 10 0 100 20 210 40 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 82 0 73 0 2264 1010 253 2920 0
Arrive On Green 0.05 0.00 0.05 0.00 0.67 0.67 0.15 0.86 0.00 Sat Flow, veh/h 1697 0 1510 0 3474 1510 1697 3474 0
Grp Volume(v), veh/h 60 0 10 0 100 20 210 40 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1510 1697 1692 0 Q Serve(g_s), s 3.1 0.0 0.6 0.0 0.9 0.4 10.8 0.1 0.0
Cycle Q Clear(g_c), s 3.1 0.0 0.6 0.0 0.9 0.4 10.8 0.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 82 0 73 0 2264 1010 253 2920 0
V/C Ratio(X) 0.73 0.00 0.14 0.00 0.04 0.02 0.83 0.01 0.00 Avail Cap(c_a), veh/h 377 0 335 0 2264 1010 660 2920 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 0.99 0.99 0.88 0.88 0.00 Uniform Delay (d), s/veh 42.2 0.0 41.0 0.0 5.1 5.0 37.2 0.9 0.0 Incr Delay (d2), s/veh 11.6 0.0 0.8 0.0 0.0 0.0 6.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.2 0.0 0.2 0.1 4.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 0.0 41.8 0.0 5.1 5.0 43.2 0.9 0.0 LnGrp LOS D A D A A A D A A
Approach Vol, veh/h 70 120 250
Approach Delay, s/veh 52.1 5.1 36.5
Approach LOS D A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 17.4 64.2 8.4 81.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 35.0 23.0 20.0 62.0
Max Q Clear Time (g_c+I1), s 12.8 2.9 5.1 2.1
Green Ext Time (p_c), s 0.7 0.4 0.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 100 10 10 30 20 20
Future Volume (veh/h) 100 10 10 30 20 20
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 100 10 10 30 20 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 160 142 18 816 399 338
Arrive On Green 0.09 0.09 0.01 0.46 0.22 0.22
Sat Flow, veh/h 1697 1510 1697 1781 1781 1510
Grp Volume(v), veh/h 100 10 10 30 20 20
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1781 1781 1510
Q Serve(g_s), s 1.0 0.1 0.1 0.2 0.2 0.2
Cycle Q Clear(g_c), s 1.0 0.1 0.1 0.2 0.2 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 160 142 18 816 399 338
V/C Ratio(X) 0.63 0.07 0.54 0.04 0.05 0.06
Avail Cap(c_a), veh/h 1803 1605 475 2790 1893 1605
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 7.8 7.4 8.8 2.7 5.4 5.5
Incr Delay (d2), s/veh 4.0 0.2 22.7 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 7.6 31.5 2.7 5.5 5.5
LnGrp LOS B A C A A A
Approach Vol, veh/h 110 40 40
Approach Delay, s/veh 11.4 9.9 5.5
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 12.2 5.7 4.2 8.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 28.0 19.0 5.0 19.0
Max Q Clear Time (g_c+I1), s 2.2 3.0 2.1 2.2
Green Ext Time (p_c), s 0.1 0.2 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
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70: TRACY BLVD & W. Sugar Rd Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 70
Intersection
Int Delay, s/veh 3.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 110 60 30 20 50 530
Future Vol, veh/h 110 60 30 20 50 530
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 110 60 30 20 50 530

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 670 40 0 0 50 0
Stage 1 40 -----
Stage 2 630 -----
Critical Hdwy 6.48 6.28 - - 4.18 -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 - - 2.272 -
Pot Cap-1 Maneuver 413 1014 - - 1519 -
Stage 1 967 -----
Stage 2 520 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 394 1014 - - 1519 -
Mov Cap-2 Maneuver 394 -----
Stage 1 967 -----
Stage 2 496 -----

Approach WB NB SB
HCM Control Delay, s 15.8 0 0.6

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 502 1519 -
HCM Lane V/C Ratio - - 0.339 0.033 -
HCM Control Delay (s) - - 15.8 7.5 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.5 0.1 -
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HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 71
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 70 700 750 730 10 1060 40 140 40 200 400 Future Volume (veh/h) 10 70 700 750 730 10 1060 40 140 40 200 400 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 70 0 750 730 10 1060 40 140 40 200 400 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 64 132 768 794 354 1463 1006 1205 50 267 283 Arrive On Green 0.04 0.04 0.00 0.23 0.23 0.23 0.44 0.56 0.56 0.03 0.15 0.15 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 3291 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 10 70 0 750 730 10 1060 40 140 40 200 400 Grp Sat Flow(s),veh/h/ln 1697 1692 1510 1646 1692 1510 1646 1781 1510 1697 1781 1510 Q Serve(g_s), s 0.7 2.4 0.0 27.2 25.3 0.5 31.7 1.2 2.5 2.8 12.9 18.0 Cycle Q Clear(g_c), s 0.7 2.4 0.0 27.2 25.3 0.5 31.7 1.2 2.5 2.8 12.9 18.0 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 64 132 768 794 354 1463 1006 1205 50 267 283 V/C Ratio(X) 0.16 0.53 0.98 0.92 0.03 0.72 0.04 0.12 0.80 0.75 1.41 Avail Cap(c_a), veh/h 240 508 768 818 365 1463 1006 1205 99 267 283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 56.6 0.0 45.7 44.8 27.0 27.3 11.6 2.7 57.9 48.8 48.7 Incr Delay (d2), s/veh 0.7 1.9 0.0 26.7 15.2 0.0 0.2 0.0 0.0 24.1 17.4 204.7 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 0.3 1.1 0.0 14.0 12.3 0.2 12.3 0.5 0.6 1.5 7.0 22.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.5 58.5 0.0 72.3 60.0 27.1 27.5 11.6 2.7 81.9 66.2 253.4 LnGrp LOS E E E E C C B A F E F
Approach Vol, veh/h 80 A 1490 1240 640
Approach Delay, s/veh 58.3 66.0 24.2 184.2
Approach LOS E E C F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 71.8 32.0 8.7 57.3 22.0 8.5 32.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 51.0 28.0 18.0 40.0 18.0 17.0 29.0 Max Q Clear Time (g_c+I1), s 4.8 4.5 29.2 4.4 33.7 20.0 2.7 27.3 Green Ext Time (p_c), s 0.0 0.7 0.0 0.2 2.5 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 72.7
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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72: Tracy Blvd & I-205 WB On-Ramp/I-205 WB Off-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 72
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 480 0 1130 2210 100 0 0 760 880 Future Volume (veh/h) 0 0 0 480 0 1130 2210 100 0 0 760 880 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 480 0 0 2210 100 0 0 760 880
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 598 0 1317 1349 0 0 1096 477
Arrive On Green 0.18 0.00 0.00 0.40 0.76 0.00 0.00 0.54 0.53 Sat Flow, veh/h 3393 0 1510 3291 1781 0 0 3474 1510
Grp Volume(v), veh/h 480 0 0 2210 100 0 0 760 880
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1646 1781 0 0 1692 1510 Q Serve(g_s), s 16.3 0.0 0.0 48.0 1.7 0.0 0.0 19.8 38.0 Cycle Q Clear(g_c), s 16.3 0.0 0.0 48.0 1.7 0.0 0.0 19.8 38.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 598 0 1317 1349 0 0 1096 477
V/C Ratio(X) 0.80 0.00 1.68 0.07 0.00 0.00 0.69 1.84
Avail Cap(c_a), veh/h 763 0 1317 1349 0 0 1096 477
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I) 1.00 0.00 0.00 0.09 0.09 0.00 0.00 0.33 0.33 Uniform Delay (d), s/veh 47.4 0.0 0.0 36.0 3.8 0.0 0.0 23.2 28.3 Incr Delay (d2), s/veh 5.6 0.0 0.0 305.7 0.0 0.0 0.0 1.2 382.0 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 7.3 0.0 0.0 74.4 0.5 0.0 0.0 6.6 61.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 0.0 0.0 341.7 3.8 0.0 0.0 24.4 410.3 LnGrp LOS D A F A A A C F
Approach Vol, veh/h 480 A 2310 1640
Approach Delay, s/veh 53.0 327.0 231.5
Approach LOS D F F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 94.9 52.0 42.9 25.1
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 84.1 48.0 32.1 26.1
Max Q Clear Time (g_c+I1), s 3.7 50.0 40.0 18.3
Green Ext Time (p_c), s 0.4 0.0 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 262.0
HCM 6th LOS F
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.

Tracy Transportation Master Plan Update Future 2042
73: Tracy Blvd & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 73
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 0 170 0000 2220 80 610 640 0
Future Volume (veh/h) 90 0 170 0000 2220 80 610 640 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 90 0 170 0 2220 80 610 640 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 237 0 199 0 1708 750 427 2678 0
Arrive On Green 0.14 0.00 0.13 0.00 0.50 0.50 0.25 0.79 0.00 Sat Flow, veh/h 1697 0 1510 0 3474 1510 1697 3474 0
Grp Volume(v), veh/h 90 0 170 0 2220 80 610 640 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1510 1697 1692 0 Q Serve(g_s), s 5.6 0.0 12.7 0.0 58.1 3.2 29.0 5.6 0.0
Cycle Q Clear(g_c), s 5.6 0.0 12.7 0.0 58.1 3.2 29.0 5.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 237 0 199 0 1708 750 427 2678 0
V/C Ratio(X) 0.38 0.00 0.86 0.00 1.30 0.11 1.43 0.24 0.00 Avail Cap(c_a), veh/h 308 0 262 0 1708 750 427 2678 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.0 0.0 48.9 0.0 28.5 15.4 43.1 3.1 0.0 Incr Delay (d2), s/veh 1.0 0.0 18.7 0.0 139.4 0.1 205.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 5.8 0.0 55.0 1.1 36.3 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 0.0 67.6 0.0 168.0 15.5 248.7 3.1 0.0 LnGrp LOS D A E A F B F A A
Approach Vol, veh/h 260 2300 1250
Approach Delay, s/veh 60.1 162.7 123.0
Approach LOS E F F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 33.0 62.1 20.1 95.1
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 29.0 57.2 20.0 90.2
Max Q Clear Time (g_c+I1), s 31.0 60.1 14.7 7.6
Green Ext Time (p_c), s 0.0 0.0 0.5 3.2
Intersection Summary
HCM 6th Ctrl Delay 142.6
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
74: Tracy Blvd & GRANT LINE RD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 74
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 500 60 190 1350 210 160 1080 10 30 230 280 Future Volume (veh/h) 120 500 60 190 1350 210 160 1080 10 30 230 280 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 120 500 60 190 1350 210 160 1080 10 30 230 280 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 120 1195 143 224 1334 205 156 1017 9 71 424 378 Arrive On Green 0.07 0.39 0.39 0.13 0.45 0.45 0.09 0.30 0.29 0.04 0.25 0.24 Sat Flow, veh/h 1697 3044 364 1697 2939 453 1697 3436 32 1697 1692 1510 Grp Volume(v), veh/h 120 277 283 190 772 788 160 532 558 30 230 280 Grp Sat Flow(s),veh/h/ln1697 1692 1716 1697 1692 1700 1697 1692 1776 1697 1692 1510 Q Serve(g_s), s 8.5 14.3 14.4 13.1 54.4 54.4 11.0 35.5 35.5 2.1 14.1 20.6 Cycle Q Clear(g_c), s 8.5 14.3 14.4 13.1 54.4 54.4 11.0 35.5 35.5 2.1 14.1 20.6 Prop In Lane 1.00 0.21 1.00 0.27 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 120 665 674 224 768 771 156 501 525 71 424 378 V/C Ratio(X) 1.00 0.42 0.42 0.85 1.01 1.02 1.03 1.06 1.06 0.42 0.54 0.74 Avail Cap(c_a), veh/h 120 665 674 322 768 771 156 501 525 113 465 415 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 55.7 26.5 26.5 50.9 32.8 32.8 54.5 42.2 42.3 56.0 39.0 41.9 Incr Delay (d2), s/veh 81.6 1.9 1.9 1.0 11.0 16.0 80.0 57.8 56.9 1.4 1.0 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 6.0 6.1 5.5 23.2 24.5 8.1 22.5 23.5 0.9 5.9 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 137.3 28.4 28.5 51.9 43.8 48.8 134.5 100.1 99.1 57.4 40.0 47.9 LnGrp LOS F C C D FFFFFEDD
Approach Vol, veh/h 680 1750 1250 540
Approach Delay, s/veh 47.6 46.9 104.1 45.1
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.6 39.5 19.8 51.1 15.0 34.1 12.5 58.4 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 8.0 34.5 22.3 36.7 10.5 32.0 8.0 51.0 Max Q Clear Time (g_c+I1), s 4.1 37.5 15.1 16.4 13.0 22.6 10.5 56.4 Green Ext Time (p_c), s 0.0 0.0 0.2 2.1 0.0 1.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 63.7
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
75: TRACY BLVD & ELEVENTH ST. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 75
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 180 690 150 40 1670 10 390 930 60 10 140 220 Future Volume (veh/h) 180 690 150 40 1670 10 390 930 60 10 140 220 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 180 690 150 40 1670 10 390 930 60 10 140 220 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 258 1640 731 194 1574 702 329 1040 464 91 795 355 Arrive On Green 0.08 0.48 0.48 0.06 0.47 0.47 0.10 0.31 0.31 0.03 0.23 0.23 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 180 690 150 40 1670 10 390 930 60 10 140 220 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 6.1 15.2 6.5 1.3 53.5 0.4 11.5 30.2 3.3 0.3 3.8 15.0 Cycle Q Clear(g_c), s 6.1 15.2 6.5 1.3 53.5 0.4 11.5 30.2 3.3 0.3 3.8 15.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 1640 731 194 1574 702 329 1040 464 91 795 355 V/C Ratio(X) 0.70 0.42 0.21 0.21 1.06 0.01 1.18 0.89 0.13 0.11 0.18 0.62 Avail Cap(c_a), veh/h 258 1640 731 258 1574 702 329 1104 492 258 1030 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.43 0.43 0.43 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 19.2 17.0 51.6 30.8 16.6 51.7 38.0 28.7 54.5 35.1 39.4 Incr Delay (d2), s/veh 6.9 0.8 0.6 0.2 40.8 0.0 96.2 4.1 0.0 0.2 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 6.1 2.3 0.6 29.8 0.1 9.1 12.8 1.2 0.1 1.6 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.6 20.0 17.6 51.7 71.6 16.6 148.0 42.2 28.8 54.7 35.1 40.1 LnGrp LOS E B B D F B F DCDDD
Approach Vol, veh/h 1020 1720 1380 370
Approach Delay, s/veh 26.4 70.8 71.5 38.6
Approach LOS C E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.3 59.2 15.0 30.5 12.5 57.0 6.7 38.8 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 8.0 43.5 10.5 33.0 8.0 43.5 8.0 35.5 Max Q Clear Time (g_c+I1), s 3.3 17.2 13.5 17.0 8.1 55.5 2.3 32.2 Green Ext Time (p_c), s 0.0 3.3 0.0 0.8 0.0 0.0 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 58.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
76: TRACY BLVD & W 6th St Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 76
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 10 280 10 210 10 1120 50 70 190 10 Future Volume (veh/h) 10 10 10 280 10 210 10 1120 50 70 190 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 10 10 280 10 210 10 1120 0 70 190 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 206 202 178 355 10 219 33 1233 180 1493 78
Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.02 0.36 0.00 0.11 0.46 0.46 Sat Flow, veh/h 414 549 482 793 28 594 1697 3474 0 1697 3272 171 Grp Volume(v), veh/h 30 0 0 500 0 0 10 1120 0 70 98 102 Grp Sat Flow(s),veh/h/ln1445 0 0 1415 0 0 1697 1692 0 1697 1692 1751 Q Serve(g_s), s 0.0 0.0 0.0 30.0 0.0 0.0 0.5 28.3 0.0 3.5 3.0 3.0 Cycle Q Clear(g_c), s 1.0 0.0 0.0 31.0 0.0 0.0 0.5 28.3 0.0 3.5 3.0 3.0 Prop In Lane 0.33 0.33 0.56 0.42 1.00 0.00 1.00 0.10
Lane Grp Cap(c), veh/h 586 0 0 584 0 0 33 1233 180 772 799 V/C Ratio(X) 0.05 0.00 0.00 0.86 0.00 0.00 0.30 0.91 0.39 0.13 0.13 Avail Cap(c_a), veh/h 591 0 0 589 0 0 153 1286 180 772 799 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 0.00 0.00 1.00 1.00 0.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 18.3 0.0 0.0 27.6 0.0 0.0 43.5 27.2 0.0 37.5 14.1 14.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 11.6 0.0 0.0 1.8 11.3 0.0 0.5 0.3 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/ln 0.4 0.0 0.0 11.9 0.0 0.0 0.2 12.6 0.0 1.4 1.2 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 0.0 0.0 39.2 0.0 0.0 45.3 38.5 0.0 38.0 14.5 14.5 LnGrp LOS B A A D A A D D D B B
Approach Vol, veh/h 30 500 1130 A 270
Approach Delay, s/veh 18.3 39.2 38.5 20.6
Approach LOS B D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.5 37.8 37.7 6.3 46.1 37.7
Change Period (Y+Rc), s 5.0 * 5 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 8.3 * 34 33.5 8.1 34.4 33.5 Max Q Clear Time (g_c+I1), s 5.5 30.3 3.0 2.5 5.0 33.0
Green Ext Time (p_c), s 0.0 2.5 0.1 0.0 1.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Tracy Transportation Master Plan Update Future 2042
77: TRACY BLVD & Mt. Diablo Ave/Mt Diablo Ave Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 77
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 10 10 240 10 400 10 1450 10 10 140 20 Future Volume (veh/h) 60 10 10 240 10 400 10 1450 10 10 140 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 10 10 240 10 400 10 1450 10 10 140 20 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 256 42 24 556 17 473 730 1800 12 208 1556 219 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.52 0.52 0.52 0.52 0.52 0.52 Sat Flow, veh/h 404 134 77 1312 55 1510 1168 3446 24 346 2980 419 Grp Volume(v), veh/h 80 0 0 250 0 400 10 712 748 10 78 82 Grp Sat Flow(s),veh/h/ln 615 0 0 1367 0 1510 1168 1692 1777 346 1692 1706 Q Serve(g_s), s 2.2 0.0 0.0 0.0 0.0 12.1 0.2 16.9 16.9 1.2 1.1 1.2 Cycle Q Clear(g_c), s 9.6 0.0 0.0 7.4 0.0 12.1 1.4 16.9 16.9 18.1 1.1 1.2 Prop In Lane 0.75 0.12 0.96 1.00 1.00 0.01 1.00 0.25
Lane Grp Cap(c), veh/h 322 0 0 573 0 473 730 884 928 208 884 891 V/C Ratio(X) 0.25 0.00 0.00 0.44 0.00 0.84 0.01 0.81 0.81 0.05 0.09 0.09 Avail Cap(c_a), veh/h 380 0 0 648 0 558 815 1007 1057 234 1007 1015 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.6 0.0 0.0 14.0 0.0 15.6 6.2 9.6 9.6 17.1 5.8 5.8 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.5 0.0 10.1 0.0 4.3 4.2 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 2.1 0.0 4.9 0.0 5.2 5.4 0.1 0.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 0.0 0.0 14.5 0.0 25.7 6.2 13.9 13.8 17.2 5.9 5.9 LnGrp LOS B AABACABBBAA
Approach Vol, veh/h 80 650 1470 170
Approach Delay, s/veh 16.0 21.4 13.8 6.5
Approach LOS B C B A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.5 19.3 29.5 19.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 18.0 29.0 18.0
Max Q Clear Time (g_c+I1), s 18.9 11.6 20.1 14.1
Green Ext Time (p_c), s 6.5 0.2 0.6 1.2
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
78: TRACY BLVD & SCHULTE ROAD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 78
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 200 190 10 1120 390 50 890 30 20 130 260 Future Volume (veh/h) 120 200 190 10 1120 390 50 890 30 20 130 260 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 120 200 190 10 1120 390 50 890 30 20 130 260 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 141 853 761 58 1127 385 63 915 408 42 872 389 Arrive On Green 0.08 0.50 0.50 0.03 0.46 0.46 0.04 0.27 0.27 0.02 0.26 0.26 Sat Flow, veh/h 1697 1692 1510 1697 2475 846 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 120 200 190 10 759 751 50 890 30 20 130 260 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1629 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 8.2 7.8 8.3 0.7 51.8 53.2 3.4 30.4 1.7 1.4 3.5 18.0 Cycle Q Clear(g_c), s 8.2 7.8 8.3 0.7 51.8 53.2 3.4 30.4 1.7 1.4 3.5 18.0 Prop In Lane 1.00 1.00 1.00 0.52 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 141 853 761 58 770 742 63 915 408 42 872 389 V/C Ratio(X) 0.85 0.23 0.25 0.17 0.99 1.01 0.79 0.97 0.07 0.48 0.15 0.67 Avail Cap(c_a), veh/h 141 853 761 450 770 742 93 915 408 87 904 403 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 16.3 16.4 54.8 31.5 31.8 55.8 42.2 31.7 56.3 33.5 38.9 Incr Delay (d2), s/veh 35.1 0.1 0.2 0.5 28.8 36.1 14.1 23.2 0.1 3.2 0.1 4.0 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 4.8 2.9 2.8 0.3 25.9 27.0 1.7 15.4 0.6 0.6 1.4 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.0 16.4 16.6 55.3 60.2 67.9 70.0 65.4 31.8 59.4 33.6 42.9 LnGrp LOS F BBEEFEECECD
Approach Vol, veh/h 510 1520 970 410
Approach Delay, s/veh 33.3 64.0 64.6 40.8
Approach LOS C E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.2 58.7 7.4 36.6 8.5 64.4 8.8 35.1 Change Period (Y+Rc), s 4.5 5.5 4.5 5.0 4.5 5.5 4.5 5.0 Max Green Setting (Gmax), s 9.7 53.2 6.0 31.6 31.0 31.9 6.4 31.2 Max Q Clear Time (g_c+I1), s 10.2 55.2 3.4 32.4 2.7 10.3 5.4 20.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.5 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 56.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
79: TRACY BLVD & Central Ave Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 79
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 50 10 170 310 70 20 670 210 20 290 30 Future Volume (veh/h) 50 50 10 170 310 70 20 670 210 20 290 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 50 10 170 310 70 20 670 210 20 290 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 127 298 60 209 360 81 64 861 270 64 1052 108 Arrive On Green 0.07 0.21 0.21 0.12 0.26 0.26 0.04 0.34 0.34 0.04 0.34 0.34 Sat Flow, veh/h 1697 1441 288 1697 1407 318 1697 2536 795 1697 3099 318 Grp Volume(v), veh/h 50 0 60 170 0 380 20 447 433 20 157 163 Grp Sat Flow(s),veh/h/ln1697 0 1730 1697 0 1724 1697 1692 1638 1697 1692 1724 Q Serve(g_s), s 1.7 0.0 1.8 6.0 0.0 13.0 0.7 14.6 14.6 0.7 4.2 4.2 Cycle Q Clear(g_c), s 1.7 0.0 1.8 6.0 0.0 13.0 0.7 14.6 14.6 0.7 4.2 4.2 Prop In Lane 1.00 0.17 1.00 0.18 1.00 0.48 1.00 0.18
Lane Grp Cap(c), veh/h 127 0 358 209 0 441 64 575 556 64 575 585 V/C Ratio(X) 0.39 0.00 0.17 0.81 0.00 0.86 0.31 0.78 0.78 0.31 0.27 0.28 Avail Cap(c_a), veh/h 220 0 787 317 0 882 220 660 639 234 674 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 20.0 26.3 0.0 21.9 28.8 18.2 18.3 28.8 14.8 14.8 Incr Delay (d2), s/veh 0.7 0.0 0.1 5.1 0.0 2.0 1.0 6.1 6.4 1.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.7 2.6 0.0 5.0 0.3 5.8 5.7 0.3 1.4 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.9 0.0 20.1 31.4 0.0 23.8 29.9 24.4 24.6 29.9 15.2 15.3 LnGrp LOS C A C C A CCCCCBB
Approach Vol, veh/h 110 550 900 340
Approach Delay, s/veh 23.7 26.2 24.6 16.1
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.8 25.4 12.1 17.2 6.8 25.4 9.1 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 11.5 28.0 8.0 24.5 8.0 31.5 Max Q Clear Time (g_c+I1), s 2.7 16.6 8.0 3.8 2.7 6.2 3.7 15.0 Green Ext Time (p_c), s 0.0 4.3 0.0 0.1 0.0 2.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 23.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
80: TRACY BLVD & VALPICO RD. Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 80
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 60 40 130 1070 160 70 600 50 140 310 20 Future Volume (veh/h) 130 60 40 130 1070 160 70 600 50 140 310 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 130 60 40 130 1070 160 70 600 50 140 310 20 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 159 757 462 282 1240 553 125 770 343 171 822 53 Arrive On Green 0.09 0.37 0.37 0.09 0.37 0.37 0.07 0.23 0.23 0.10 0.25 0.25 Sat Flow, veh/h 1697 2019 1233 3291 3385 1510 1697 3385 1510 1697 3229 207 Grp Volume(v), veh/h 130 49 51 130 1070 160 70 600 50 140 162 168 Grp Sat Flow(s),veh/h/ln1697 1692 1560 1646 1692 1510 1697 1692 1510 1697 1692 1744 Q Serve(g_s), s 6.7 1.7 1.9 3.4 26.3 6.7 3.6 14.9 2.4 7.3 7.1 7.1 Cycle Q Clear(g_c), s 6.7 1.7 1.9 3.4 26.3 6.7 3.6 14.9 2.4 7.3 7.1 7.1 Prop In Lane 1.00 0.79 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 159 634 584 282 1240 553 125 770 343 171 431 444 V/C Ratio(X) 0.82 0.08 0.09 0.46 0.86 0.29 0.56 0.78 0.15 0.82 0.38 0.38 Avail Cap(c_a), veh/h 219 765 705 293 1395 622 151 1407 627 285 837 863 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 18.1 18.1 39.1 26.3 20.2 40.2 32.6 27.7 39.6 27.6 27.6 Incr Delay (d2), s/veh 11.1 0.1 0.1 0.4 5.5 0.3 1.5 2.1 0.2 3.7 0.7 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 3.2 0.6 0.7 1.3 10.7 2.3 1.5 5.9 0.8 3.1 2.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.0 18.1 18.2 39.5 31.8 20.5 41.6 34.7 27.9 43.3 28.2 28.3 LnGrp LOS D B B DCCDCCDCC
Approach Vol, veh/h 230 1360 720 470
Approach Delay, s/veh 36.7 31.2 34.9 32.7
Approach LOS DCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.5 25.4 12.2 38.6 11.1 27.8 12.9 37.9 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 15.1 37.3 8.0 40.6 8.0 44.4 11.6 37.0 Max Q Clear Time (g_c+I1), s 9.3 16.9 5.4 3.9 5.6 9.1 8.7 28.3 Green Ext Time (p_c), s 0.1 3.5 0.0 0.4 0.0 1.6 0.0 4.6 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
81: TRACY BLVD & Whispering Wind Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 81
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 30 30 300 200 180 10 520 70 80 270 120 Future Volume (veh/h) 110 30 30 300 200 180 10 520 70 80 270 120 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 110 30 30 300 200 180 10 520 70 80 270 120 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 161 136 136 206 344 292 26 800 107 137 764 330 Arrive On Green 0.09 0.17 0.17 0.12 0.19 0.19 0.02 0.27 0.27 0.08 0.33 0.33 Sat Flow, veh/h 1697 817 817 1697 1781 1510 1697 2999 402 1697 2300 995 Grp Volume(v), veh/h 110 0 60 300 200 180 10 293 297 80 197 193 Grp Sat Flow(s),veh/h/ln1697 0 1634 1697 1781 1510 1697 1692 1709 1697 1692 1602 Q Serve(g_s), s 3.1 0.0 1.6 6.0 5.0 5.4 0.3 7.6 7.6 2.2 4.3 4.5 Cycle Q Clear(g_c), s 3.1 0.0 1.6 6.0 5.0 5.4 0.3 7.6 7.6 2.2 4.3 4.5 Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.24 1.00 0.62
Lane Grp Cap(c), veh/h 161 0 272 206 344 292 26 451 456 137 562 532 V/C Ratio(X) 0.69 0.00 0.22 1.46 0.58 0.62 0.38 0.65 0.65 0.58 0.35 0.36 Avail Cap(c_a), veh/h 206 0 993 206 1082 917 206 898 906 337 1028 973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.7 0.0 17.8 21.7 18.1 18.2 24.1 16.1 16.1 21.9 12.5 12.5 Incr Delay (d2), s/veh 3.4 0.0 0.5 230.0 1.9 2.6 3.3 1.9 1.9 1.5 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 1.3 0.0 0.6 15.3 2.0 1.9 0.1 2.5 2.6 0.8 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 0.0 18.3 251.7 20.0 20.8 27.4 17.9 18.0 23.3 12.9 13.0 LnGrp LOS C A B F B C C B B C B B
Approach Vol, veh/h 170 680 600 470
Approach Delay, s/veh 22.7 122.4 18.1 14.7
Approach LOS C F B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.5 17.7 10.5 12.7 5.3 20.9 9.2 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.8 26.2 6.0 30.0 6.0 30.0 6.0 30.0 Max Q Clear Time (g_c+I1), s 4.2 9.6 8.0 3.6 2.3 6.5 5.1 7.4 Green Ext Time (p_c), s 0.0 3.5 0.0 0.3 0.0 2.5 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
82: TRACY BLVD & ACE Station Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 82
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 10 590 10 10 580
Future Vol, veh/h 10 10 590 10 10 580
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 120 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 10 10 590 10 10 580

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 905 300 0 0 600 0
Stage 1 595 -----
Stage 2 310 -----
Critical Hdwy 6.96 7.06 - - 4.26 -
Critical Hdwy Stg 1 5.96 -----
Critical Hdwy Stg 2 5.96 -----
Follow-up Hdwy 3.58 3.38 - - 2.28 -
Pot Cap-1 Maneuver 265 679 - - 933 -
Stage 1 497 -----
Stage 2 699 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 262 679 - - 933 -
Mov Cap-2 Maneuver 262 -----
Stage 1 497 -----
Stage 2 691 -----

Approach WB NB SB
HCM Control Delay, s 15.1 0 0.2

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 378 933 -
HCM Lane V/C Ratio - - 0.053 0.011 -
HCM Control Delay (s) - - 15.1 8.9 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.2 0 -
Tracy Transportation Master Plan Update Future 2042
83: TRACY BLVD & LINNE Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 83
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 450 540 20 30 1900 150 10 20 20 110 20 480 Future Volume (veh/h) 450 540 20 30 1900 150 10 20 20 110 20 480 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 450 540 20 30 1900 150 10 20 20 110 20 480 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 439 2119 78 37 1777 881 62 109 89 99 431 566 Arrive On Green 0.13 0.64 0.64 0.02 0.52 0.52 0.15 0.15 0.15 0.06 0.24 0.24 Sat Flow, veh/h 3291 3329 123 1697 3385 1510 170 724 596 1697 1781 1510 Grp Volume(v), veh/h 450 274 286 30 1900 150 50 0 0 110 20 480 Grp Sat Flow(s),veh/h/ln 1646 1692 1759 1697 1692 1510 1490 0 0 1697 1781 1510 Q Serve(g_s), s 16.0 8.4 8.5 2.1 63.0 5.5 0.0 0.0 0.0 7.0 1.0 29.0 Cycle Q Clear(g_c), s 16.0 8.4 8.5 2.1 63.0 5.5 3.2 0.0 0.0 7.0 1.0 29.0 Prop In Lane 1.00 0.07 1.00 1.00 0.20 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 439 1077 1120 37 1777 881 259 0 0 99 431 566 V/C Ratio(X) 1.03 0.25 0.26 0.81 1.07 0.17 0.19 0.00 0.00 1.11 0.05 0.85 Avail Cap(c_a), veh/h 439 1077 1120 85 1777 881 259 0 0 99 431 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 9.5 9.5 58.5 28.5 11.6 44.7 0.0 0.0 56.5 34.9 34.4 Incr Delay (d2), s/veh 49.6 0.1 0.1 33.2 42.6 0.1 0.4 0.0 0.0 123.7 0.0 11.5 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 9.4 2.8 3.0 1.2 33.5 1.7 1.3 0.0 0.0 6.4 0.5 14.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.6 9.6 9.6 91.7 71.1 11.7 45.1 0.0 0.0 180.2 34.9 45.9 LnGrp LOS F A A F F B D A A F C D
Approach Vol, veh/h 1010 2080 50 610
Approach Delay, s/veh 50.6 67.1 45.1 69.8
Approach LOS D E D E
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 11.0 22.0 6.6 80.4 33.0 20.0 67.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 18.0 6.0 73.0 29.0 16.0 63.0 Max Q Clear Time (g_c+I1), s 9.0 5.2 4.1 10.5 31.0 18.0 65.0 Green Ext Time (p_c), s 0.0 0.1 0.0 2.2 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 62.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 84
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 630 80 30 1610 10 130 560 40 10 60 10 Future Volume (veh/h) 10 630 80 30 1610 10 130 560 40 10 60 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 630 80 30 1610 10 130 560 40 10 60 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 91 1518 192 37 1606 10 156 527 38 16 425 360 Arrive On Green 0.05 0.50 0.50 0.02 0.47 0.47 0.09 0.32 0.32 0.01 0.24 0.24 Sat Flow, veh/h 1697 3022 383 1697 3449 21 1697 1643 117 1697 1781 1510 Grp Volume(v), veh/h 10 352 358 30 790 830 130 0 600 10 60 10 Grp Sat Flow(s),veh/h/ln1697 1692 1712 1697 1692 1778 1697 0 1760 1697 1781 1510 Q Serve(g_s), s 0.7 15.7 15.8 2.1 55.9 55.9 9.0 0.0 38.5 0.7 3.2 0.6 Cycle Q Clear(g_c), s 0.7 15.7 15.8 2.1 55.9 55.9 9.0 0.0 38.5 0.7 3.2 0.6 Prop In Lane 1.00 0.22 1.00 0.01 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 91 850 860 37 788 828 156 0 565 16 425 360 V/C Ratio(X) 0.11 0.41 0.42 0.82 1.00 1.00 0.83 0.00 1.06 0.62 0.14 0.03 Avail Cap(c_a), veh/h 91 850 860 85 788 828 247 0 565 58 425 360 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.36 0.36 0.36 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 18.8 18.8 58.5 32.0 32.1 53.6 0.0 40.8 59.2 36.0 35.0 Incr Delay (d2), s/veh 0.2 1.5 1.5 5.8 19.6 19.4 6.8 0.0 55.5 13.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 6.5 6.6 1.0 26.3 27.6 4.1 0.0 25.1 0.4 1.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.2 20.3 20.3 64.3 51.7 51.5 60.4 0.0 96.3 73.0 36.1 35.0 LnGrp LOS D C C E F F E A F E D D
Approach Vol, veh/h 720 1650 730 80
Approach Delay, s/veh 20.7 51.8 89.9 40.6
Approach LOS C D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 60.4 15.5 33.1 6.6 64.8 5.6 43.0 Change Period (Y+Rc), s 4.5 * 4.5 4.5 4.5 4.0 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 * 56 17.5 25.1 6.0 53.9 4.1 38.5 Max Q Clear Time (g_c+I1), s 2.7 57.9 11.0 5.2 4.1 17.8 2.7 40.5 Green Ext Time (p_c), s 0.0 0.0 0.1 0.1 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
85: CENTRAL AVE & SCHULTE ROAD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 85
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 210 10 180 1470 250 10 170 100 10 180 20 Future Volume (veh/h) 60 210 10 180 1470 250 10 170 100 10 180 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 210 10 180 1470 250 10 170 100 10 180 20 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 87 1605 76 212 1630 272 25 198 116 25 296 33 Arrive On Green 0.05 0.49 0.49 0.12 0.56 0.56 0.01 0.19 0.19 0.01 0.19 0.19 Sat Flow, veh/h 1697 3290 156 1697 2901 485 1697 1052 619 1697 1575 175 Grp Volume(v), veh/h 60 108 112 180 847 873 10 0 270 10 0 200 Grp Sat Flow(s),veh/h/ln1697 1692 1753 1697 1692 1694 1697 0 1670 1697 0 1750 Q Serve(g_s), s 3.2 3.2 3.2 9.6 40.5 43.0 0.5 0.0 14.4 0.5 0.0 9.7 Cycle Q Clear(g_c), s 3.2 3.2 3.2 9.6 40.5 43.0 0.5 0.0 14.4 0.5 0.0 9.7 Prop In Lane 1.00 0.09 1.00 0.29 1.00 0.37 1.00 0.10
Lane Grp Cap(c), veh/h 87 826 856 212 951 952 25 0 314 25 0 329 V/C Ratio(X) 0.69 0.13 0.13 0.85 0.89 0.92 0.40 0.00 0.86 0.40 0.00 0.61 Avail Cap(c_a), veh/h 110 826 856 386 1007 1008 110 0 473 110 0 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.1 12.9 12.9 39.5 17.7 18.3 45.0 0.0 36.3 45.0 0.0 34.3 Incr Delay (d2), s/veh 7.1 0.1 0.1 3.6 9.8 12.6 3.8 0.0 10.9 3.8 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/ln 1.5 1.1 1.2 4.1 16.0 17.6 0.3 0.0 6.7 0.3 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.2 13.0 13.0 43.2 27.6 30.9 48.8 0.0 47.2 48.8 0.0 36.5 LnGrp LOS D B B DCCDADDAD
Approach Vol, veh/h 280 1900 280 210
Approach Delay, s/veh 21.0 30.6 47.2 37.1
Approach LOS CCDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.7 56.3 5.4 21.9 15.5 49.5 5.4 21.9 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 6.0 54.9 6.0 26.1 21.0 39.9 6.0 26.1 Max Q Clear Time (g_c+I1), s 5.2 45.0 2.5 11.7 11.6 5.2 2.5 16.4 Green Ext Time (p_c), s 0.0 6.8 0.0 0.8 0.1 1.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
86: MACARTHUR DRIVE (N) & Arbor Ave Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 86
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 60 10 540 380 10 80 10 350 80 750 710 Future Volume (veh/h) 10 60 10 540 380 10 80 10 350 80 750 710 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 60 10 540 380 10 80 10 350 80 750 710 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 89 15 532 628 17 63 748 634 101 788 668
Arrive On Green 0.01 0.06 0.06 0.31 0.36 0.36 0.04 0.42 0.42 0.06 0.44 0.44 Sat Flow, veh/h 1697 1489 248 1697 1728 45 1697 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 10 0 70 540 0 390 80 10 350 80 750 710 Grp Sat Flow(s),veh/h/ln1697 0 1737 1697 0 1773 1697 1781 1510 1697 1781 1510 Q Serve(g_s), s 0.6 0.0 4.3 34.0 0.0 19.5 4.0 0.4 19.0 5.0 44.0 48.0 Cycle Q Clear(g_c), s 0.6 0.0 4.3 34.0 0.0 19.5 4.0 0.4 19.0 5.0 44.0 48.0 Prop In Lane 1.00 0.14 1.00 0.03 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 16 0 103 532 0 645 63 748 634 101 788 668 V/C Ratio(X) 0.61 0.00 0.68 1.02 0.00 0.61 1.28 0.01 0.55 0.79 0.95 1.06 Avail Cap(c_a), veh/h 63 0 288 532 0 785 63 748 634 188 788 668 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 0.0 50.0 37.2 0.0 28.2 52.2 18.4 23.8 50.3 29.1 30.2 Incr Delay (d2), s/veh 32.1 0.0 7.5 42.9 0.0 0.9 205.8 0.0 1.0 12.8 21.0 52.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 2.1 20.0 0.0 8.2 5.2 0.1 6.7 2.5 22.0 26.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.6 0.0 57.5 80.2 0.0 29.1 258.0 18.4 24.8 63.1 50.1 82.9 LnGrp LOS F A E F A C F B C E D F
Approach Vol, veh/h 80 930 440 1540
Approach Delay, s/veh 61.0 58.7 67.1 65.9
Approach LOS EEEE
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.5 49.5 38.0 10.5 8.0 52.0 5.0 43.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 40.0 34.0 18.0 4.0 48.0 4.0 48.0 Max Q Clear Time (g_c+I1), s 7.0 21.0 36.0 6.3 6.0 50.0 2.6 21.5 Green Ext Time (p_c), s 0.1 1.2 0.0 0.2 0.0 0.0 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 63.7
HCM 6th LOS E
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 660 30 260 1710 190 0 0 180 1100 Future Volume (veh/h) 0 0 0 660 30 260 1710 190 0 0 180 1100 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 475 289 260 1710 190 0 0 0 1220
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 379 193 174 1237 1248 0 0 506 858
Arrive On Green 0.22 0.22 0.22 0.38 0.70 0.00 0.00 0.00 0.28 Sat Flow, veh/h 1697 864 777 3291 1781 0 0 1781 3019
Grp Volume(v), veh/h 475 0 549 1710 190 0 0 0 1220
Grp Sat Flow(s),veh/h/ln 1697 0 1642 1646 1781 0 0 1781 1510 Q Serve(g_s), s 26.8 0.0 26.8 45.1 4.3 0.0 0.0 0.0 34.1 Cycle Q Clear(g_c), s 26.8 0.0 26.8 45.1 4.3 0.0 0.0 0.0 34.1 Prop In Lane 1.00 0.47 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 379 0 367 1237 1248 0 0 506 858
V/C Ratio(X) 1.25 0.00 1.50 1.38 0.15 0.00 0.00 0.00 1.42 Avail Cap(c_a), veh/h 379 0 367 1237 1248 0 0 506 858
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 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 46.6 37.5 6.0 0.0 0.0 0.0 42.9 Incr Delay (d2), s/veh 134.1 0.0 237.8 177.2 0.0 0.0 0.0 0.0 196.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 25.2 0.0 35.0 47.7 1.4 0.0 0.0 0.0 35.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 180.7 0.0 284.4 214.6 6.0 0.0 0.0 0.0 239.6 LnGrp LOS F A F F AAAAF
Approach Vol, veh/h 1024 1900 1220
Approach Delay, s/veh 236.3 193.8 239.6
Approach LOS F F F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 89.0 50.0 39.0 31.0
Change Period (Y+Rc), s 4.9 4.9 4.9 4.2
Max Green Setting (Gmax), s 84.1 45.1 34.1 26.8
Max Q Clear Time (g_c+I1), s 6.3 47.1 36.1 28.8
Green Ext Time (p_c), s 0.4 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 217.8
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 0 290 0000 1800 10 10 840 0
Future Volume (veh/h) 110 0 290 0000 1800 10 10 840 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 1781 0 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 110 0 290 0 1800 10 10 840 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 0 8 088880
Cap, veh/h 370 0 329 0 1990 888 21 1169 0
Arrive On Green 0.22 0.00 0.22 0.00 0.59 0.59 0.01 0.66 0.00 Sat Flow, veh/h 1697 0 1510 0 3474 1510 1697 1781 0
Grp Volume(v), veh/h 110 0 290 0 1800 10 10 840 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1510 1697 1781 0 Q Serve(g_s), s 3.9 0.0 13.4 0.0 33.8 0.2 0.4 22.1 0.0
Cycle Q Clear(g_c), s 3.9 0.0 13.4 0.0 33.8 0.2 0.4 22.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 370 0 329 0 1990 888 21 1169 0
V/C Ratio(X) 0.30 0.00 0.88 0.00 0.90 0.01 0.47 0.72 0.00 Avail Cap(c_a), veh/h 423 0 377 0 2060 919 118 1306 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.6 0.0 27.3 0.0 13.1 6.2 35.4 8.1 0.0 Incr Delay (d2), s/veh 0.2 0.0 17.7 0.0 6.2 0.0 15.1 2.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 6.1 0.0 11.2 0.1 0.3 6.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 0.0 45.0 0.0 19.3 6.2 50.5 10.0 0.0 LnGrp LOS C A D A B A D B A
Approach Vol, veh/h 400 1810 850
Approach Delay, s/veh 39.1 19.2 10.5
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s4.9 47.3 19.9 52.2
Change Period (Y+Rc), s 4.0 4.9 * 4.2 4.9
Max Green Setting (Gmax), s 5.0 43.9 * 18 52.9
Max Q Clear Time (g_c+I1), s 2.4 35.8 15.4 24.1
Green Ext Time (p_c), s 0.0 6.7 0.3 7.1
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 20 60 330 10 590 20 1040 120 260 820 50 Future Volume (veh/h) 190 20 60 330 10 590 20 1040 120 260 820 50 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 190 20 60 330 10 590 20 1040 120 260 820 50 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 216 105 315 316 583 629 55 1012 733 294 1204 729 Arrive On Green 0.13 0.27 0.27 0.19 0.33 0.33 0.03 0.30 0.30 0.09 0.36 0.36 Sat Flow, veh/h 1697 392 1177 1697 1781 1510 1697 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 190 0 80 330 10 590 20 1040 120 260 820 50 Grp Sat Flow(s),veh/h/ln1697 0 1570 1697 1781 1510 1697 1692 1510 1646 1692 1510 Q Serve(g_s), s 12.9 0.0 4.6 21.9 0.4 38.4 1.4 35.1 5.2 9.2 24.2 2.1 Cycle Q Clear(g_c), s 12.9 0.0 4.6 21.9 0.4 38.4 1.4 35.1 5.2 9.2 24.2 2.1 Prop In Lane 1.00 0.75 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 216 0 420 316 583 629 55 1012 733 294 1204 729 V/C Ratio(X) 0.88 0.00 0.19 1.04 0.02 0.94 0.36 1.03 0.16 0.88 0.68 0.07 Avail Cap(c_a), veh/h 253 0 454 316 583 629 116 1012 733 294 1204 729 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 0.0 33.2 47.8 26.7 32.8 55.6 41.2 16.9 52.9 32.2 16.2 Incr Delay (d2), s/veh 23.4 0.0 0.2 62.2 0.0 21.7 1.5 35.6 0.1 24.7 1.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 0.0 1.8 14.6 0.2 19.2 0.6 19.1 1.8 4.7 9.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 0.0 33.4 110.0 26.7 54.5 57.1 76.8 17.0 77.6 33.9 16.3 LnGrp LOS E A C F C D E F B E C B
Approach Vol, veh/h 270 930 1180 1130
Approach Delay, s/veh 61.8 73.9 70.4 43.2
Approach LOS E E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.0 40.1 26.4 35.9 8.3 46.8 19.4 42.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 21.9 34.0 8.0 37.6 17.5 38.4 Max Q Clear Time (g_c+I1), s 11.2 37.1 23.9 6.6 3.4 26.2 14.9 40.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 5.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 61.9
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 650 40 350 2100 550 40 550 80 100 540 560 Future Volume (veh/h) 100 650 40 350 2100 550 40 550 80 100 540 560 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 100 650 40 350 2100 550 40 550 80 100 540 560 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 86 958 59 358 1544 765 63 799 116 86 958 427 Arrive On Green 0.05 0.30 0.30 0.21 0.46 0.46 0.04 0.27 0.27 0.05 0.28 0.28 Sat Flow, veh/h 1697 3239 199 1697 3385 1510 1697 2966 430 1697 3385 1510 Grp Volume(v), veh/h 100 339 351 350 2100 550 40 313 317 100 540 560 Grp Sat Flow(s),veh/h/ln1697 1692 1746 1697 1692 1510 1697 1692 1704 1697 1692 1510 Q Serve(g_s), s 6.0 20.9 21.0 24.3 54.0 33.5 2.8 19.6 19.8 6.0 16.1 33.5 Cycle Q Clear(g_c), s 6.0 20.9 21.0 24.3 54.0 33.5 2.8 19.6 19.8 6.0 16.1 33.5 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 86 500 516 358 1544 765 63 456 459 86 958 427 V/C Ratio(X) 1.16 0.68 0.68 0.98 1.36 0.72 0.64 0.69 0.69 1.16 0.56 1.31 Avail Cap(c_a), veh/h 86 500 516 358 1544 765 86 479 482 86 958 427 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 56.2 36.7 36.8 46.4 32.2 22.7 56.2 38.8 38.8 56.2 36.2 42.4 Incr Delay (d2), s/veh 147.6 4.4 4.3 41.1 166.4 3.8 3.9 4.7 4.8 147.6 1.1 155.9 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 6.1 9.2 9.5 14.2 57.0 12.3 1.2 8.7 8.8 6.1 6.8 30.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 203.8 41.1 41.0 87.5 198.6 26.4 60.1 43.5 43.6 203.8 37.3 198.3 LnGrp LOS F D D F F C E D D F D F
Approach Vol, veh/h 790 3000 670 1200
Approach Delay, s/veh 61.7 154.1 44.6 126.3
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 37.4 30.0 40.0 9.4 39.0 11.0 59.0 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 6.0 33.5 25.0 35.0 6.0 33.5 6.0 54.0 Max Q Clear Time (g_c+I1), s 8.0 21.8 26.3 23.0 4.8 35.5 8.0 56.0 Green Ext Time (p_c), s 0.0 3.6 0.0 4.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 122.3
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 770 10 210 2270 310 60 470 10 70 360 250 Future Volume (veh/h) 60 770 10 210 2270 310 60 470 10 70 360 250 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 770 10 210 2270 310 60 470 10 70 360 250 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 103 1520 678 242 1781 795 61 689 15 89 422 289 Arrive On Green 0.06 0.45 0.45 0.14 0.53 0.53 0.04 0.20 0.20 0.05 0.22 0.22 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 3389 72 1697 1923 1314 Grp Volume(v), veh/h 60 770 10 210 2270 310 60 234 246 70 316 294 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 1692 1768 1697 1692 1545 Q Serve(g_s), s 3.8 18.0 0.4 13.5 58.5 13.6 3.9 14.2 14.3 4.5 19.9 20.4 Cycle Q Clear(g_c), s 3.8 18.0 0.4 13.5 58.5 13.6 3.9 14.2 14.3 4.5 19.9 20.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.85
Lane Grp Cap(c), veh/h 103 1520 678 242 1781 795 61 344 359 89 372 339 V/C Ratio(X) 0.58 0.51 0.01 0.87 1.27 0.39 0.98 0.68 0.68 0.79 0.85 0.87 Avail Cap(c_a), veh/h 122 1520 678 382 1781 795 61 396 414 153 487 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.8 21.8 17.0 46.6 26.3 15.7 53.5 41.0 41.0 52.1 41.6 41.8 Incr Delay (d2), s/veh 1.9 0.3 0.0 12.1 128.0 0.3 108.8 2.8 2.7 14.1 8.6 10.9 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 1.7 7.0 0.1 6.4 53.3 4.6 3.5 6.2 6.5 2.3 9.2 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.8 22.1 17.0 58.7 154.3 16.0 162.4 43.7 43.6 66.2 50.3 52.7 LnGrp LOS D C B E F B F D D E D D
Approach Vol, veh/h 840 2790 540 680
Approach Delay, s/veh 24.2 131.7 56.9 53.0
Approach LOS C F E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 19.8 54.4 8.0 28.9 11.2 63.0 9.8 27.1 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 25.0 42.0 4.0 32.0 8.0 58.5 10.0 26.0 Max Q Clear Time (g_c+I1), s 15.5 20.0 5.9 22.4 5.8 60.5 6.5 16.3 Green Ext Time (p_c), s 0.4 3.7 0.0 2.0 0.0 0.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 93.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 680 10 400 2180 0 10 0 160 0 0 0 Future Volume (veh/h) 0 680 10 400 2180 0 10 0 160 0 0 0 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 0 680 0 400 2180 0 10 0 160 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 3 1367 445 2486 0 219 0 195 0 3 0
Arrive On Green 0.00 0.40 0.00 0.26 0.73 0.00 0.13 0.00 0.13 0.00 0.00 0.00 Sat Flow, veh/h 1697 3385 1510 1697 3474 0 1697 0 1510 0 1781 0 Grp Volume(v), veh/h 0 680 0 400 2180 0 10 0 160 0 0 0
Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 0 1697 0 1510 0 1781 0 Q Serve(g_s), s 0.0 9.9 0.0 15.0 31.7 0.0 0.3 0.0 6.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 9.9 0.0 15.0 31.7 0.0 0.3 0.0 6.8 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 3 1367 445 2486 0 219 0 195 0 3 0 V/C Ratio(X) 0.00 0.50 0.90 0.88 0.00 0.05 0.00 0.82 0.00 0.00 0.00 Avail Cap(c_a), veh/h 180 1825 717 2897 0 270 0 240 0 621 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) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 14.7 0.0 23.5 6.5 0.0 25.2 0.0 28.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 5.9 3.0 0.0 0.1 0.0 16.7 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.6 0.0 6.2 6.5 0.0 0.1 0.0 3.2 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.0 0.0 29.4 9.5 0.0 25.3 0.0 44.7 0.0 0.0 0.0 LnGrp LOS A B C A A C A D A A A
Approach Vol, veh/h 680 A 2580 170 0
Approach Delay, s/veh 15.0 12.6 43.6 0.0
Approach LOS B B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.8 31.2 0.0 0.0 53.0 13.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.9 35.6 23.0 7.0 56.5 10.5 Max Q Clear Time (g_c+I1), s 17.0 11.9 0.0 0.0 33.7 8.8 Green Ext Time (p_c), s 0.3 3.5 0.0 0.0 14.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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

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93: MACARTHUR (S) & E. 6th St Timing Plan: AM Peak Hour HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 93
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 160 10 10 10 10 400
Future Vol, veh/h 160 10 10 10 10 400
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 160 10 10 10 10 400

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 240 210 410 0 - 0
Stage 1 210 -----
Stage 2 30 -----
Critical Hdwy 6.48 6.28 4.18 - - -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 2.272 - - -
Pot Cap-1 Maneuver 735 815 1117 - - -
Stage 1 811 -----
Stage 2 977 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 728 815 1117 - - -
Mov Cap-2 Maneuver 728 -----
Stage 1 804 -----
Stage 2 977 -----

Approach EB NB SB
HCM Control Delay, s 11.4 4.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1117 - 733 - -
HCM Lane V/C Ratio 0.009 - 0.232 - -
HCM Control Delay (s) 8.3 0 11.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.9 - -
Tracy Transportation Master Plan Update Future 2042
94: MACARTHUR (S) & E. Mt. Diablo Ave/MacArthur Dr Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 94
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 110 10 240 580 560 360 400 200 10 90 10 Future Volume (veh/h) 10 110 10 240 580 560 360 400 200 10 90 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 110 10 240 580 560 360 400 200 10 90 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 16 679 62 274 478 462 319 456 386 16 122 14
Arrive On Green 0.01 0.42 0.42 0.16 0.57 0.57 0.19 0.26 0.26 0.01 0.08 0.08 Sat Flow, veh/h 1697 1609 146 1697 833 804 1697 1781 1510 1697 1575 175 Grp Volume(v), veh/h 10 0 120 240 0 1140 360 400 200 10 0 100 Grp Sat Flow(s),veh/h/ln 1697 0 1755 1697 0 1637 1697 1781 1510 1697 0 1750 Q Serve(g_s), s 0.6 0.0 4.5 14.7 0.0 61.0 20.0 22.9 12.1 0.6 0.0 5.9 Cycle Q Clear(g_c), s 0.6 0.0 4.5 14.7 0.0 61.0 20.0 22.9 12.1 0.6 0.0 5.9 Prop In Lane 1.00 0.08 1.00 0.49 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 16 0 741 274 0 940 319 456 386 16 0 135 V/C Ratio(X) 0.61 0.00 0.16 0.88 0.00 1.21 1.13 0.88 0.52 0.61 0.00 0.74 Avail Cap(c_a), veh/h 64 0 741 431 0 940 319 587 497 64 0 313 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.4 0.0 19.0 43.5 0.0 22.6 43.1 37.9 33.9 52.4 0.0 48.0 Incr Delay (d2), s/veh 31.9 0.0 0.1 11.7 0.0 105.8 89.2 11.7 1.1 31.9 0.0 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/ln 0.4 0.0 1.9 7.0 0.0 49.0 16.0 11.1 4.5 0.4 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.3 0.0 19.1 55.2 0.0 128.4 132.3 49.6 35.0 84.3 0.0 55.6 LnGrp LOS F ABEAFFDCFAE
Approach Vol, veh/h 130 1380 960 110
Approach Delay, s/veh 24.1 115.6 77.6 58.2
Approach LOS C F E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 31.2 21.2 48.9 24.0 12.2 5.0 65.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 35.0 27.0 38.0 20.0 19.0 4.0 61.0 Max Q Clear Time (g_c+I1), s 2.6 24.9 16.7 6.5 22.0 7.9 2.6 63.0 Green Ext Time (p_c), s 0.0 2.2 0.5 0.7 0.0 0.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 94.4
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
95: MACARTHUR (S) & SCHULTE ROAD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 95
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 250 40 50 1500 260 170 680 40 70 200 70 Future Volume (veh/h) 20 250 40 50 1500 260 170 680 40 70 200 70 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 250 40 50 1500 260 170 680 40 70 200 70 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 30 1299 580 139 1541 687 245 781 46 119 604 205 Arrive On Green 0.02 0.38 0.38 0.08 0.46 0.46 0.07 0.24 0.24 0.07 0.24 0.24 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 3291 3248 191 1697 2480 842 Grp Volume(v), veh/h 20 250 40 50 1500 260 170 354 366 70 134 136 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1646 1692 1747 1697 1692 1630 Q Serve(g_s), s 1.0 4.2 1.4 2.4 37.1 9.7 4.3 17.2 17.2 3.4 5.6 5.9 Cycle Q Clear(g_c), s 1.0 4.2 1.4 2.4 37.1 9.7 4.3 17.2 17.2 3.4 5.6 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.52
Lane Grp Cap(c), veh/h 30 1299 580 139 1541 687 245 407 420 119 412 397 V/C Ratio(X) 0.67 0.19 0.07 0.36 0.97 0.38 0.70 0.87 0.87 0.59 0.33 0.34 Avail Cap(c_a), veh/h 79 1382 616 141 1541 687 347 455 470 119 412 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.7 17.5 16.7 37.1 22.8 15.3 38.6 31.2 31.2 38.5 26.6 26.7 Incr Delay (d2), s/veh 22.5 0.1 0.1 1.9 17.0 0.4 3.5 15.6 15.4 5.1 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 0.6 1.5 0.5 1.0 16.6 3.1 1.8 8.4 8.6 1.5 2.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 17.6 16.7 39.0 39.8 15.7 42.1 46.8 46.6 43.6 27.1 27.3 LnGrp LOS E B B D D B DDDDCC
Approach Vol, veh/h 310 1810 890 340
Approach Delay, s/veh 20.5 36.3 45.8 30.6
Approach LOS CDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.6 37.7 10.6 25.6 5.5 43.8 10.4 25.8 Change Period (Y+Rc), s 4.6 4.9 4.6 * 5 4.0 * 4.9 4.0 5.0 Max Green Setting (Gmax), s 7.1 34.9 6.0 * 23 4.0 * 39 9.0 20.5 Max Q Clear Time (g_c+I1), s 4.4 6.2 5.4 19.2 3.0 39.1 6.3 7.9 Green Ext Time (p_c), s 0.0 1.5 0.0 1.4 0.0 0.0 0.2 1.0 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
96: MACARTHUR (S) & VALPICO RD. Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 96
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 110 10 30 800 50 100 320 70 40 220 460 Future Volume (veh/h) 60 110 10 30 800 50 100 320 70 40 220 460 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 110 10 30 800 50 100 320 70 40 220 460 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 87 818 693 72 747 47 124 405 89 84 468 396
Arrive On Green 0.05 0.46 0.46 0.04 0.45 0.45 0.07 0.29 0.29 0.05 0.26 0.26 Sat Flow, veh/h 1697 1781 1510 1697 1659 104 1697 1416 310 1697 1781 1510 Grp Volume(v), veh/h 60 110 10 30 0 850 100 0 390 40 220 460 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 0 1763 1697 0 1726 1697 1781 1510 Q Serve(g_s), s 4.1 4.2 0.4 2.0 0.0 53.2 6.9 0.0 24.6 2.7 12.3 31.0 Cycle Q Clear(g_c), s 4.1 4.2 0.4 2.0 0.0 53.2 6.9 0.0 24.6 2.7 12.3 31.0 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 87 818 693 72 0 794 124 0 494 84 468 396 V/C Ratio(X) 0.69 0.13 0.01 0.42 0.00 1.07 0.80 0.00 0.79 0.48 0.47 1.16 Avail Cap(c_a), veh/h 103 818 693 115 0 794 135 0 494 115 468 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 18.4 17.4 55.1 0.0 32.4 53.9 0.0 38.8 54.6 36.6 43.5 Incr Delay (d2), s/veh 10.0 0.1 0.0 1.4 0.0 52.4 24.3 0.0 8.4 1.6 0.7 96.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 1.7 0.1 0.9 0.0 32.8 3.7 0.0 11.3 1.2 5.3 21.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.1 18.5 17.4 56.5 0.0 84.9 78.1 0.0 47.2 56.2 37.4 140.3 LnGrp LOS E BBEAFEADEDF
Approach Vol, veh/h 180 880 490 720
Approach Delay, s/veh 34.0 83.9 53.5 104.2
Approach LOS C F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.6 59.2 13.3 36.0 10.6 58.2 10.4 38.8 Change Period (Y+Rc), s 4.6 5.0 4.6 5.0 4.6 5.0 4.6 5.0 Max Green Setting (Gmax), s 8.0 52.4 9.4 31.0 7.2 53.2 8.0 32.4 Max Q Clear Time (g_c+I1), s 4.0 6.2 8.9 33.0 6.1 55.2 4.7 26.6 Green Ext Time (p_c), s 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 79.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
97: Seefried Dwy/Pescadero Ave & Chrisman Road/Chrisman Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 97
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 320 770 10 10 2240 910 10 10 10 210 20 30 Future Volume (veh/h) 320 770 10 10 2240 910 10 10 10 210 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 320 770 10 10 2240 910 10 10 10 210 20 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 261 2376 1074 16 1888 987 16 31 31 163 80 121 Arrive On Green 0.15 0.70 0.70 0.01 0.56 0.56 0.01 0.04 0.04 0.10 0.12 0.12 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 817 817 1697 643 965 Grp Volume(v), veh/h 320 770 10 10 2240 910 10 0 20 210 0 50 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 0 1634 1697 0 1608 Q Serve(g_s), s 16.0 9.1 0.2 0.6 58.0 54.6 0.6 0.0 1.2 10.0 0.0 2.9 Cycle Q Clear(g_c), s 16.0 9.1 0.2 0.6 58.0 54.6 0.6 0.0 1.2 10.0 0.0 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.60
Lane Grp Cap(c), veh/h 261 2376 1074 16 1888 987 16 0 63 163 0 201 V/C Ratio(X) 1.23 0.32 0.01 0.61 1.19 0.92 0.61 0.00 0.32 1.29 0.00 0.25 Avail Cap(c_a), veh/h 261 2376 1074 65 1888 987 65 0 314 163 0 402 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 6.0 4.4 51.3 23.0 15.7 51.3 0.0 48.7 47.0 0.0 41.1 Incr Delay (d2), s/veh 130.8 0.1 0.0 31.6 89.7 13.6 31.6 0.0 2.9 167.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.9 2.5 0.0 0.4 43.1 18.5 0.4 0.0 0.6 11.8 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 174.8 6.1 4.4 82.9 112.7 29.3 82.9 0.0 51.5 214.4 0.0 41.7 LnGrp LOS F A A F F C F A D F A D
Approach Vol, veh/h 1100 3160 30 260
Approach Delay, s/veh 55.1 88.6 62.0 181.2
Approach LOS E F E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.0 8.0 5.0 77.0 5.0 17.0 20.0 62.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 20.0 4.0 70.0 4.0 26.0 16.0 58.0 Max Q Clear Time (g_c+I1), s 12.0 3.2 2.6 11.1 2.6 4.9 18.0 60.0 Green Ext Time (p_c), s 0.0 0.0 0.0 5.7 0.0 0.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 85.6
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
98: Chrisman Rd/Chrisman Road & Grant Line Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 98
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 510 310 10 980 830 240 80 340 10 10 610 1660 Future Volume (veh/h) 510 310 10 980 830 240 80 340 10 10 610 1660 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 510 310 10 980 830 240 80 340 10 10 610 1660 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 573 1186 38 614 872 403 108 1230 830 16 1383 879 Arrive On Green 0.17 0.24 0.24 0.19 0.26 0.26 0.36 0.36 0.36 0.01 0.41 0.41 Sat Flow, veh/h 3291 4841 155 3291 3385 1510 157 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 510 207 113 980 830 240 80 340 10 10 610 1660 Grp Sat Flow(s),veh/h/ln1646 1621 1754 1646 1692 1510 157 1692 1510 1697 1692 1510 Q Serve(g_s), s 17.1 5.8 5.9 21.0 27.2 15.6 31.4 8.0 0.3 0.7 14.6 46.0 Cycle Q Clear(g_c), s 17.1 5.8 5.9 21.0 27.2 15.6 40.9 8.0 0.3 0.7 14.6 46.0 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 573 794 430 614 872 403 108 1230 830 16 1383 879 V/C Ratio(X) 0.89 0.26 0.26 1.60 0.95 0.60 0.74 0.28 0.01 0.62 0.44 1.89 Avail Cap(c_a), veh/h 702 922 498 614 872 403 108 1230 830 60 1383 879 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 34.3 34.3 45.8 41.1 35.9 47.7 25.4 11.5 55.5 24.0 23.5 Incr Delay (d2), s/veh 10.5 0.1 0.1 275.9 19.6 1.7 21.4 0.0 0.0 32.6 0.2 403.7 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 7.6 2.2 2.4 31.8 13.2 5.8 2.9 3.1 0.1 0.4 5.6 119.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.0 34.3 34.4 321.7 60.7 37.6 69.1 25.4 11.5 88.2 24.2 427.2 LnGrp LOS E C C F E D E C B F C F
Approach Vol, veh/h 830 2050 430 2280
Approach Delay, s/veh 47.6 182.8 33.2 317.9
Approach LOS D F C F
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s 27.0 33.6 52.0 25.6 35.0 5.1 46.9 Change Period (Y+Rc), s 6.0 6.0 * 6 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 21.0 32.0 * 46 24.0 29.0 4.0 36.0 Max Q Clear Time (g_c+I1), s 23.0 7.9 48.0 19.1 29.2 2.7 42.9 Green Ext Time (p_c), s 0.0 0.7 0.0 0.5 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 206.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
99: CHRISMAN & ELEVENTH ST. Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 99
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 700 10 1310 1680 300 10 180 460 10 1590 1230 Future Volume (veh/h) 160 700 10 1310 1680 300 10 180 460 10 1590 1230 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 160 700 10 1310 1680 300 10 180 0 10 1590 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 273 621 277 933 1299 579 60 1297 460 1297
Arrive On Green 0.08 0.18 0.18 0.28 0.38 0.38 0.38 0.38 0.00 0.38 0.38 0.00 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 306 3385 1510 1147 3385 1510 Grp Volume(v), veh/h 160 700 10 1310 1680 300 10 180 0 10 1590 0 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 306 1692 1510 1147 1692 1510 Q Serve(g_s), s 5.6 22.0 0.7 34.0 46.0 18.3 0.0 4.2 0.0 0.7 46.0 0.0 Cycle Q Clear(g_c), s 5.6 22.0 0.7 34.0 46.0 18.3 46.0 4.2 0.0 4.8 46.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 273 621 277 933 1299 579 60 1297 460 1297 V/C Ratio(X) 0.59 1.13 0.04 1.40 1.29 0.52 0.17 0.14 0.02 1.23 Avail Cap(c_a), veh/h 274 621 277 933 1299 579 60 1297 460 1297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.0 49.0 40.3 43.0 37.0 28.4 60.0 24.1 0.0 25.7 37.0 0.0 Incr Delay (d2), s/veh 5.0 76.8 0.1 188.6 137.9 1.6 4.7 0.2 0.0 0.1 108.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 15.6 0.2 37.4 42.3 6.4 0.4 1.6 0.0 0.2 37.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.1 125.8 40.4 231.6 174.9 30.0 64.7 24.3 0.0 25.7 145.5 0.0 LnGrp LOS E F D F F C E C C F
Approach Vol, veh/h 870 3290 190 A 1600 A
Approach Delay, s/veh 112.4 184.3 26.4 144.8
Approach LOS F F C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 40.0 28.0 52.0 16.0 52.0 52.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 34.0 22.0 46.0 10.0 46.0 46.0 Max Q Clear Time (g_c+I1), s 36.0 24.0 48.0 7.6 48.0 48.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 158.1
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
100: CHRISMAN & SCHULTE ROAD Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 100
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 230 110 580 420 940 1120
Future Volume (veh/h) 230 110 580 420 940 1120
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 230 110 580 420 940 1120
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 265 786 619 2607 1247 1394
Arrive On Green 0.16 0.16 0.36 0.77 0.37 0.37
Sat Flow, veh/h 1697 1510 1697 3474 3474 2657
Grp Volume(v), veh/h 230 110 580 420 940 1120
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1329
Q Serve(g_s), s 14.3 4.1 35.8 3.5 26.3 37.6
Cycle Q Clear(g_c), s 14.3 4.1 35.8 3.5 26.3 37.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 265 786 619 2607 1247 1394
V/C Ratio(X) 0.87 0.14 0.94 0.16 0.75 0.80
Avail Cap(c_a), veh/h 329 843 736 2841 1249 1395
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 44.7 13.4 33.2 3.3 29.9 21.2
Incr Delay (d2), s/veh 18.2 0.1 17.8 0.0 2.6 3.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.2 0.0 16.8 0.8 10.5 15.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.8 13.5 51.0 3.3 32.6 24.7
LnGrp LOS E B D A C C
Approach Vol, veh/h 340 1000 2060
Approach Delay, s/veh 46.9 31.0 28.3
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 87.5 20.9 43.5 43.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 91.0 21.0 47.0 40.0
Max Q Clear Time (g_c+I1), s 5.5 16.3 37.8 39.6
Green Ext Time (p_c), s 1.9 0.6 1.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
101: CHRISMAN & VALPICO RD. Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 101
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 20 60 10 10 30 620 820 10 40 470 160 Future Volume (veh/h) 160 20 60 10 10 30 620 820 10 40 470 160 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 160 20 60 10 10 0 620 820 10 40 470 160 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 282 52 157 129 106 643 2638 32 526 2607 1163 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.00 0.77 0.77 0.77 0.77 0.77 0.77 Sat Flow, veh/h 1338 392 1177 480 794 1510 758 3425 42 629 3385 1510 Grp Volume(v), veh/h 160 0 80 20 0 0 620 405 425 40 470 160 Grp Sat Flow(s),veh/h/ln1338 0 1570 1274 0 1510 758 1692 1774 629 1692 1510 Q Serve(g_s), s 4.7 0.0 3.9 0.0 0.0 0.0 60.9 6.0 6.0 1.7 3.1 2.3 Cycle Q Clear(g_c), s 8.6 0.0 3.9 3.9 0.0 0.0 64.0 6.0 6.0 7.7 3.1 2.3 Prop In Lane 1.00 0.75 0.50 1.00 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 282 0 210 235 0 643 1303 1366 526 2607 1163 V/C Ratio(X) 0.57 0.00 0.38 0.09 0.00 0.96 0.31 0.31 0.08 0.18 0.14 Avail Cap(c_a), veh/h 393 0 340 358 0 643 1303 1366 526 2607 1163 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 0.0 32.9 31.6 0.0 0.0 14.2 2.9 2.9 4.1 2.5 2.5 Incr Delay (d2), s/veh 1.8 0.0 1.1 0.2 0.0 0.0 26.9 0.1 0.1 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 1.5 0.4 0.0 0.0 13.7 1.0 1.0 0.2 0.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 0.0 34.0 31.7 0.0 0.0 41.1 3.0 3.0 4.1 2.6 2.5 LnGrp LOS D A C C A D AAAAA
Approach Vol, veh/h 240 20 A 1450 670
Approach Delay, s/veh 35.7 31.7 19.3 2.7
Approach LOS D C B A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 68.0 15.1 68.0 15.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 64.0 18.0 64.0 18.0
Max Q Clear Time (g_c+I1), s 66.0 10.6 9.7 5.9
Green Ext Time (p_c), s 0.0 0.5 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
102: Paradise Rd & Arbor Ave Timing Plan: AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 102
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 160 10 2450 890 10 90 260 470 10 2110 320 Future Volume (veh/h) 20 160 10 2450 890 10 90 260 470 10 2110 320 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 160 10 2450 890 10 90 260 470 10 2110 320 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 376 190 12 1179 630 7 160 1302 1974 16 1459 625 Arrive On Green 0.11 0.11 0.11 0.36 0.36 0.36 0.16 0.64 0.64 0.01 0.30 0.30 Sat Flow, veh/h 3291 1659 104 3291 1758 20 1697 3385 2657 1697 4863 1510 Grp Volume(v), veh/h 20 0 170 2450 0 900 90 260 470 10 2110 320 Grp Sat Flow(s),veh/h/ln1646 0 1763 1646 0 1778 1697 1692 1329 1697 1621 1510 Q Serve(g_s), s 0.6 0.0 11.3 43.0 0.0 43.0 5.9 3.8 0.7 0.7 36.0 5.2 Cycle Q Clear(g_c), s 0.6 0.0 11.3 43.0 0.0 43.0 5.9 3.8 0.7 0.7 36.0 5.2 Prop In Lane 1.00 0.06 1.00 0.01 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 376 0 201 1179 0 637 160 1302 1974 16 1459 625 V/C Ratio(X) 0.05 0.00 0.84 2.08 0.00 1.41 0.56 0.20 0.24 0.62 1.45 0.51 Avail Cap(c_a), veh/h 521 0 279 1179 0 637 160 1302 1974 85 1459 625 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.00 0.89 1.00 0.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 0.0 52.1 38.5 0.0 38.5 48.3 13.9 0.9 59.2 42.0 26.1 Incr Delay (d2), s/veh 0.1 0.0 13.9 487.7 0.0 194.9 4.4 0.3 0.3 33.6 204.7 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 5.7 96.9 0.0 52.8 2.5 1.4 0.4 0.4 41.2 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.4 0.0 66.0 526.2 0.0 233.4 52.7 14.2 1.2 92.8 246.7 29.1 LnGrp LOS D A E F A F D B A F F C
Approach Vol, veh/h 190 3350 820 2440
Approach Delay, s/veh 64.1 447.5 11.0 217.5
Approach LOS E F B F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.1 50.2 47.0 17.7 15.3 40.0 17.7 47.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 36.0 43.0 19.0 6.0 36.0 19.0 43.0 Max Q Clear Time (g_c+I1), s 2.7 5.8 45.0 13.3 7.9 38.0 2.6 45.0 Green Ext Time (p_c), s 0.0 3.5 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 301.7
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
103: Paradise Rd & I-205 WB On-Ramp/I-205 WB-Off Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 103
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1690 0 100 0 710 30 0 3160 1410 Future Volume (veh/h) 0 0 0 1690 0 100 0 710 30 0 3160 1410 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 1690 0 100 0 710 30 0 3160 1410
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888088088
Cap, veh/h 1400 0 415 0 3202 1409 0 2228 1749
Arrive On Green 0.28 0.00 0.28 0.00 0.66 0.66 0.00 0.88 0.88 Sat Flow, veh/h 5090 0 1510 0 5024 1510 0 3474 2657
Grp Volume(v), veh/h 1690 0 100 0 710 30 0 3160 1410
Grp Sat Flow(s),veh/h/ln 1697 0 1510 0 1621 1510 0 1692 1329 Q Serve(g_s), s 33.0 0.0 6.2 0.0 7.0 0.2 0.0 79.0 26.9
Cycle Q Clear(g_c), s 33.0 0.0 6.2 0.0 7.0 0.2 0.0 79.0 26.9 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1400 0 415 0 3202 1409 0 2228 1749 V/C Ratio(X) 1.21 0.00 0.24 0.00 0.22 0.02 0.00 1.42 0.81 Avail Cap(c_a), veh/h 1400 0 415 0 3202 1409 0 2228 1749 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.94 0.94 0.00 0.09 0.09 Uniform Delay (d), s/veh 43.5 0.0 33.8 0.0 8.2 0.3 0.0 7.5 4.2 Incr Delay (d2), s/veh 100.3 0.0 0.3 0.0 0.2 0.0 0.0 188.4 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 %ile BackOfQ(50%),veh/ln 26.7 0.0 2.3 0.0 2.1 0.0 0.0 62.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 143.8 0.0 34.1 0.0 8.4 0.3 0.0 195.9 4.6 LnGrp LOS F A C AAAAFA
Approach Vol, veh/h 1790 740 4570
Approach Delay, s/veh 137.7 8.0 136.9
Approach LOS F A F
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 83.0 83.0 37.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 79.0 79.0 33.0
Max Q Clear Time (g_c+I1), s 9.0 81.0 35.0
Green Ext Time (p_c), s 5.1 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 123.6
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
104: Paradise Rd & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 104
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 440 0 10 0000 3 0 0 7 0 0 1 0 4840 0 Future Volume (veh/h) 440 0 10 0000 3 0 0 7 0 0 1 0 4840 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 440 0 10 0 300 700 10 4840 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 554 0 328 0 3802 2077 16 4010 0
Arrive On Green 0.11 0.00 0.11 0.00 0.78 0.78 0.01 0.55 0.00 Sat Flow, veh/h 5090 0 3019 0 5024 2657 1697 5024 0
Grp Volume(v), veh/h 440 0 10 0 300 700 10 4840 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1621 1329 1697 1621 0 Q Serve(g_s), s 10.1 0.0 0.4 0.0 1.7 9.4 0.7 98.9 0.0
Cycle Q Clear(g_c), s 10.1 0.0 0.4 0.0 1.7 9.4 0.7 98.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 554 0 328 0 3802 2077 16 4010 0
V/C Ratio(X) 0.79 0.00 0.03 0.00 0.08 0.34 0.62 1.21 0.00 Avail Cap(c_a), veh/h 763 0 453 0 3802 2077 57 4010 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.72 0.72 0.09 0.09 0.00 Uniform Delay (d), s/veh 52.2 0.0 47.8 0.0 3.0 3.9 59.4 26.9 0.0 Incr Delay (d2), s/veh 4.0 0.0 0.0 0.0 0.0 0.3 3.5 93.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 0.1 0.0 0.4 1.7 0.3 72.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.2 0.0 47.9 0.0 3.1 4.2 63.0 120.2 0.0 LnGrp LOS E A D AAAEFA
Approach Vol, veh/h 450 1000 4850
Approach Delay, s/veh 56.0 3.9 120.1
Approach LOS E A F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s5.1 97.8 17.1 102.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 86.0 18.0 94.0
Max Q Clear Time (g_c+I1), s 2.7 11.4 12.1 100.9
Green Ext Time (p_c), s 0.0 5.3 0.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 97.1
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
105: Paradise Rd & Chrisman Rd Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 105
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 910 60 1790 3050 100 90
Future Volume (veh/h) 910 60 1790 3050 100 90
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 910 60 1790 3050 100 90
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1155 75 1712 3524 332 673
Arrive On Green 0.16 0.16 0.52 0.72 0.20 0.20
Sat Flow, veh/h 7353 456 3291 5024 1697 3442
Grp Volume(v), veh/h 746 224 1790 3050 100 90
Grp Sat Flow(s),veh/h/ln1443 1699 1646 1621 1697 1147
Q Serve(g_s), s 12.4 12.7 52.0 46.3 5.0 2.2
Cycle Q Clear(g_c), s 12.4 12.7 52.0 46.3 5.0 2.2
Prop In Lane 0.27 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 950 280 1712 3524 332 673
V/C Ratio(X) 0.79 0.80 1.05 0.87 0.30 0.13
Avail Cap(c_a), veh/h 1039 306 1712 3599 332 673
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.83 0.83 0.09 0.09 0.99 0.99
Uniform Delay (d), s/veh 40.1 40.2 24.0 10.2 34.4 33.2
Incr Delay (d2), s/veh 3.1 10.9 22.6 0.2 2.3 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 5.9 22.8 11.2 2.2 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 51.1 46.6 10.4 36.7 33.6
LnGrp LOS D D F B D C
Approach Vol, veh/h 970 4840 190
Approach Delay, s/veh 45.0 23.8 35.3
Approach LOS D C D
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 23.5 56.0 20.5 76.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 52.0 18.0 74.0
Max Q Clear Time (g_c+I1), s 7.0 54.0 14.7 48.3
Green Ext Time (p_c), s 0.4 0.0 1.8 23.6
Intersection Summary
HCM 6th Ctrl Delay 27.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
106: PARADISE RD & GRANT LINE RD Timing Plan: AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 106
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 310 10 450 820 140 10 10 50 30 380 1220 Future Volume (veh/h) 10 310 10 450 820 140 10 10 50 30 380 1220 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 310 10 450 820 140 10 10 50 30 380 1220 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 17 515 245 497 1473 694 17 75 374 41 542 835 Arrive On Green 0.01 0.15 0.15 0.29 0.44 0.44 0.01 0.29 0.29 0.02 0.30 0.30 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 258 1291 1697 1781 2657 Grp Volume(v), veh/h 10 310 10 450 820 140 10 0 60 30 380 1220 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 0 1549 1697 1781 1329 Q Serve(g_s), s 0.5 6.7 0.4 20.1 14.3 4.4 0.5 0.0 2.3 1.4 14.9 24.0 Cycle Q Clear(g_c), s 0.5 6.7 0.4 20.1 14.3 4.4 0.5 0.0 2.3 1.4 14.9 24.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.83 1.00 1.00
Lane Grp Cap(c), veh/h 17 515 245 497 1473 694 17 0 449 41 542 835 V/C Ratio(X) 0.59 0.60 0.04 0.91 0.56 0.20 0.59 0.00 0.13 0.72 0.70 1.46 Avail Cap(c_a), veh/h 645 1587 723 667 1630 764 86 0 449 129 542 835 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 38.9 31.2 27.9 26.8 16.6 12.7 38.9 0.0 20.7 38.2 24.3 27.1 Incr Delay (d2), s/veh 28.7 0.4 0.0 13.0 0.1 0.1 28.7 0.0 0.0 21.0 3.4 214.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.6 0.2 9.1 4.8 1.3 0.3 0.0 0.8 0.8 6.3 32.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 31.7 27.9 39.8 16.7 12.8 67.6 0.0 20.8 59.3 27.7 241.4 LnGrp LOS E C C D BBEACECF
Approach Vol, veh/h 330 1410 70 1630
Approach Delay, s/veh 32.6 23.7 27.4 188.3
Approach LOS C C C F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 27.1 18.0 5.9 27.9 4.8 40.3 4.8 29.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 31.0 37.0 6.0 22.0 30.0 38.0 4.0 24.0 Max Q Clear Time (g_c+I1), s 22.1 8.7 3.4 4.3 2.5 16.3 2.5 26.0 Green Ext Time (p_c), s 1.0 1.2 0.0 0.1 0.0 3.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 102.6
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
1: International Pkwy & I-205 WB On-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 530 0 10 0 3080 990 0 390 1180 Future Volume (veh/h) 0 0 0 530 0 10 0 3080 990 0 390 1180 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 530 0 0 0 3080 0 0 390 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888088088
Cap, veh/h 551 0 0 2744 0 4969
Arrive On Green 0.11 0.00 0.00 0.00 1.00 0.00 0.00 0.81 0.00 Sat Flow, veh/h 5090 0 3019 0 3474 2657 0 6378 1510
Grp Volume(v), veh/h 530 0 0 0 3080 0 0 390 0
Grp Sat Flow(s),veh/h/ln 1697 0 1510 0 1692 1329 0 1532 1510 Q Serve(g_s), s 12.4 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0
Cycle Q Clear(g_c), s 12.4 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 551 0 0 2744 0 4969
V/C Ratio(X) 0.96 0.00 0.00 1.12 0.00 0.08
Avail Cap(c_a), veh/h 551 0 0 2744 0 4969
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.09 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 53.2 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 Incr Delay (d2), s/veh 28.6 0.0 0.0 0.0 55.6 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 0.0 0.0 21.2 0.0 0.0 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.8 0.0 0.0 0.0 55.6 0.0 0.0 2.3 0.0 LnGrp LOS F A A F A A
Approach Vol, veh/h 530 A 3080 A 390 A
Approach Delay, s/veh 81.8 55.6 2.3
Approach LOS F E A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 103.0 103.0 17.0
Change Period (Y+Rc), s 5.7 5.7 5.1
Max Green Setting (Gmax), s 97.3 97.3 11.9
Max Q Clear Time (g_c+I1), s 2.0 3.5 14.4
Green Ext Time (p_c), s 57.5 1.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 53.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

Tracy Transportation Master Plan Update Future 2042
2: International Pkwy & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2200 0 2060 0000 1870 10 0 910 10 Future Volume (veh/h) 2200 0 2060 0000 1870 10 0 910 10 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 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 2841 0 1373 0 1870 0 0 910 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088088
Cap, veh/h 1835 0 816 0 1795 0 1795
Arrive On Green 0.54 0.00 0.54 0.00 0.37 0.00 0.00 0.37 0.00 Sat Flow, veh/h 3393 0 1510 0 5024 2657 0 5024 1510
Grp Volume(v), veh/h 2841 0 1373 0 1870 0 0 910 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1621 1329 0 1621 1510 Q Serve(g_s), s 64.9 0.0 64.9 0.0 44.3 0.0 0.0 17.4 0.0 Cycle Q Clear(g_c), s 64.9 0.0 64.9 0.0 44.3 0.0 0.0 17.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1835 0 816 0 1795 0 1795
V/C Ratio(X) 1.55 0.00 1.68 0.00 1.04 0.00 0.51
Avail Cap(c_a), veh/h 1835 0 816 0 1795 0 1795
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.81 0.00 Uniform Delay (d), s/veh 27.5 0.0 27.5 0.0 37.8 0.0 0.0 29.4 0.0 Incr Delay (d2), s/veh 249.4 0.0 312.1 0.0 33.0 0.0 0.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 88.4 0.0 92.8 0.0 22.0 0.0 0.0 6.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 276.9 0.0 339.6 0.0 70.8 0.0 0.0 30.2 0.0 LnGrp LOS F A F A F A C
Approach Vol, veh/h 4214 1870 A 910 A
Approach Delay, s/veh 297.4 70.8 30.2
Approach LOS F E C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.0 70.0 50.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 44.3 64.9 44.3
Max Q Clear Time (g_c+I1), s 46.3 66.9 19.4
Green Ext Time (p_c), s 0.0 0.0 4.0
Intersection Summary
HCM 6th Ctrl Delay 202.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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

Tracy Transportation Master Plan Update Future 2042
3: International Pkwy & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 420 50 40 90 420 10 780 40 730 1660 10 Future Volume (veh/h) 20 420 50 40 90 420 10 780 40 730 1660 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 420 50 40 90 420 10 780 40 730 1660 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 28 496 59 68 632 496 419 2027 629 813 2027 629 Arrive On Green 0.02 0.16 0.16 0.04 0.19 0.19 0.08 0.14 0.14 0.25 0.42 0.42 Sat Flow, veh/h 1697 3048 361 1697 3385 2657 1697 4863 1510 3291 4863 1510 Grp Volume(v), veh/h 20 232 238 40 90 420 10 780 40 730 1660 10 Grp Sat Flow(s),veh/h/ln1697 1692 1716 1697 1692 1329 1697 1621 1510 1646 1621 1510 Q Serve(g_s), s 1.4 16.0 16.2 2.8 2.7 18.3 0.7 17.5 2.8 25.8 36.3 0.4 Cycle Q Clear(g_c), s 1.4 16.0 16.2 2.8 2.7 18.3 0.7 17.5 2.8 25.8 36.3 0.4 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 28 275 279 68 632 496 419 2027 629 813 2027 629 V/C Ratio(X) 0.73 0.84 0.85 0.59 0.14 0.85 0.02 0.38 0.06 0.90 0.82 0.02 Avail Cap(c_a), veh/h 71 324 329 254 1015 797 419 2027 629 987 2391 742 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 0.94 0.94 0.94 0.62 0.62 0.62 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.8 48.8 48.8 56.6 40.8 47.1 41.8 37.7 31.4 43.7 31.0 15.1 Incr Delay (d2), s/veh 30.2 15.9 16.7 7.3 0.1 4.6 0.0 0.3 0.1 9.6 3.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 7.9 8.2 1.3 1.1 6.4 0.3 7.6 1.0 11.2 14.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.9 64.7 65.5 63.9 40.9 51.7 41.8 38.1 31.5 53.3 34.8 15.2 LnGrp LOS F E E E DDDDCDCB
Approach Vol, veh/h 490 550 830 2400
Approach Delay, s/veh 66.1 50.8 37.8 40.3
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 33.6 54.0 8.8 23.5 33.6 54.0 5.9 26.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 36.0 27.0 18.0 23.0 4.0 59.0 5.0 36.0 Max Q Clear Time (g_c+I1), s 27.8 19.5 4.8 18.2 2.7 38.3 3.4 20.3 Green Ext Time (p_c), s 1.9 3.0 0.0 1.2 0.0 11.8 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
4: International Pkwy & Promontory Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 270 270 140 50 10 110 770 70 340 660 10 Future Volume (veh/h) 10 270 270 140 50 10 110 770 70 340 660 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 270 270 140 50 10 110 770 70 340 660 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 432 363 307 165 82 70 489 1111 496 368 819 365 Arrive On Green 0.25 0.20 0.20 0.10 0.05 0.05 0.29 0.33 0.33 0.07 0.08 0.08 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 270 270 140 50 10 110 770 70 340 660 10 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.5 17.1 20.8 9.7 3.3 0.8 5.9 23.7 1.9 23.9 23.0 0.6 Cycle Q Clear(g_c), s 0.5 17.1 20.8 9.7 3.3 0.8 5.9 23.7 1.9 23.9 23.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 432 363 307 165 82 70 489 1111 496 368 819 365 V/C Ratio(X) 0.02 0.74 0.88 0.85 0.61 0.14 0.22 0.69 0.14 0.92 0.81 0.03 Avail Cap(c_a), veh/h 432 445 377 170 560 474 489 1111 496 382 1255 560 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 0.83 0.83 0.83 Uniform Delay (d), s/veh 33.5 44.9 46.4 53.3 56.2 55.0 32.5 35.0 6.8 54.7 52.4 24.6 Incr Delay (d2), s/veh 0.0 5.3 17.8 30.9 7.1 0.9 0.1 2.2 0.4 24.0 7.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 8.1 9.1 5.5 1.6 0.3 2.4 9.7 1.4 13.3 11.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.6 50.2 64.1 84.2 63.3 55.9 32.6 37.2 7.2 78.7 59.5 24.8 LnGrp LOS C D E F E E C D A E E C
Approach Vol, veh/h 550 200 950 1010
Approach Delay, s/veh 56.7 77.6 34.5 65.6
Approach LOS E E C E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 40.4 34.8 15.6 29.1 30.0 45.2 35.2 9.5 Change Period (Y+Rc), s 5.8 * 5.8 4.0 * 4.7 4.0 5.8 4.7 * 4 Max Green Setting (Gmax), s 15.0 * 45 12.0 * 30 27.0 32.5 5.0 * 38 Max Q Clear Time (g_c+I1), s 7.9 25.0 11.7 22.8 25.9 25.7 2.5 5.3 Green Ext Time (p_c), s 0.1 4.0 0.0 1.6 0.1 2.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 53.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
5: Mountain House Parkway/International Pkwy & Old Schulte Road Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 50 80 520 40 70 130 830 1080 190 880 30 Future Volume (veh/h) 50 50 80 520 40 70 130 830 1080 190 880 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 1125 1688 1406 938 1688 1406 1125 1688 1406 1125 1688 1406 Adj Flow Rate, veh/h 50 50 80 520 40 70 130 830 1080 190 880 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 79 132 181 586 400 371 79 1236 1297 153 1236 548 Arrive On Green 0.07 0.08 0.08 0.23 0.24 0.24 0.07 0.39 0.39 0.07 0.39 0.39 Sat Flow, veh/h 1072 1688 1192 2518 1688 1192 1072 3207 2098 2079 3207 1192 Grp Volume(v), veh/h 50 50 80 520 40 70 130 830 1080 190 880 30 Grp Sat Flow(s),veh/h/ln1072 1688 1192 839 1688 1192 1072 1603 1049 1039 1603 1192 Q Serve(g_s), s 5.5 3.4 7.4 24.3 2.3 5.2 9.0 26.2 47.0 9.0 28.3 1.7 Cycle Q Clear(g_c), s 5.5 3.4 7.4 24.3 2.3 5.2 9.0 26.2 47.0 9.0 28.3 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 79 132 181 586 400 371 79 1236 1297 153 1236 548 V/C Ratio(X) 0.63 0.38 0.44 0.89 0.10 0.19 1.64 0.67 0.83 1.24 0.71 0.05 Avail Cap(c_a), veh/h 79 222 244 826 651 548 79 1236 1297 153 1236 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 54.8 53.4 47.0 45.2 36.3 30.7 56.5 31.0 18.3 56.5 31.7 18.3 Incr Delay (d2), s/veh 15.1 1.8 1.7 8.6 0.1 0.2 339.1 1.4 4.8 150.5 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.5 2.2 5.4 0.9 1.5 9.8 9.9 11.3 5.5 10.8 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 55.2 48.7 53.8 36.4 31.0 395.5 32.5 23.1 207.0 33.7 18.3 LnGrp LOS E E DDDCFCCFCB
Approach Vol, veh/h 180 630 2040 1100
Approach Delay, s/veh 56.4 50.2 50.6 63.2
Approach LOS E D D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.0 54.0 35.4 16.5 16.0 54.0 16.0 35.9 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting (Gmax), s 9.0 47.0 40.0 16.0 9.0 47.0 9.0 47.0 Max Q Clear Time (g_c+I1), s 11.0 49.0 26.3 9.4 11.0 30.3 7.5 7.2 Green Ext Time (p_c), s 0.0 0.0 2.0 0.2 0.0 3.9 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
6: NB International Parkway & SB International Parkway Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1470 00000000 3 6 00
Future Volume (veh/h) 0 1470 00000000 3 6 00
Initial Q (Qb), veh 0 0 0 0 0 0
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
Adj Sat Flow, veh/h/ln 0 1781 0 0 1781 0
Adj Flow Rate, veh/h 0 1470 0 0 360 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 0 8 0 0 8 0
Cap, veh/h 0 1781 0 0 770 0
Arrive On Green 0.00 0.53 0.00 0.00 0.23 0.00
Sat Flow, veh/h 0 3563 0 0 3563 0
Grp Volume(v), veh/h 0 1470 0 0 360 0
Grp Sat Flow(s),veh/h/ln 0 1692 0 0 1692 0
Q Serve(g_s), s 0.0 11.8 0.0 0.0 3.0 0.0
Cycle Q Clear(g_c), s 0.0 11.8 0.0 0.0 3.0 0.0
Prop In Lane 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1781 0 0 770 0
V/C Ratio(X) 0.00 0.83 0.00 0.00 0.47 0.00
Avail Cap(c_a), veh/h 0 1876 0 0 9797 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 6.4 0.0 0.0 10.8 0.0
Incr Delay (d2), s/veh 0.0 3.0 0.0 0.0 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 2.5 0.0 0.0 0.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.5 0.0 0.0 11.3 0.0
LnGrp LOS A A A A B A
Approach Vol, veh/h 1470 360
Approach Delay, s/veh 9.5 11.3
Approach LOS A B
Timer - Assigned Phs 2 8
Phs Duration (G+Y+Rc), s 21.1 11.4
Change Period (Y+Rc), s 4.0 4.0
Max Green Setting (Gmax), s 18.0 94.0
Max Q Clear Time (g_c+I1), s 13.8 5.0
Green Ext Time (p_c), s 3.3 2.7
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
7: NB International Parkway & SB International Parkway Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 20 00000 3 00
Future Volume (veh/h) 0 0 0 0 20 00000 3 00
Initial Q (Qb), veh 0 0 0 0 0 0
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
Adj Sat Flow, veh/h/ln 0 1781 0 0 1781 0
Adj Flow Rate, veh/h 0 20 0 0 30 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 0 8 0 0 8 0
Cap, veh/h 0 1093 0 0 107 0
Arrive On Green 0.00 0.32 0.00 0.00 0.03 0.00
Sat Flow, veh/h 0 3563 0 0 3563 0
Grp Volume(v), veh/h 0 20 0 0 30 0
Grp Sat Flow(s),veh/h/ln 0 1692 0 0 1692 0
Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.1 0.0
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.1 0.0
Prop In Lane 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1093 0 0 107 0
V/C Ratio(X) 0.00 0.02 0.00 0.00 0.28 0.00
Avail Cap(c_a), veh/h 0 4916 0 0 25674 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 2.9 0.0 0.0 5.9 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 1.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.9 0.0 0.0 7.3 0.0
LnGrp LOS A A A A A A
Approach Vol, veh/h 20 30
Approach Delay, s/veh 2.9 7.3
Approach LOS A A
Timer - Assigned Phs 2 8
Phs Duration (G+Y+Rc), s 8.0 4.4
Change Period (Y+Rc), s 4.0 4.0
Max Green Setting (Gmax), s 18.0 94.0
Max Q Clear Time (g_c+I1), s 2.0 2.1
Green Ext Time (p_c), s 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
8: Hansen Rd/Hansen Road & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 1380 90 240 450 40 20 490 270 10 160 60 Future Volume (veh/h) 260 1380 90 240 450 40 20 490 270 10 160 60 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 260 1380 0 240 450 40 20 490 0 10 160 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 294 1533 297 1251 572 55 533 16 521 703
Arrive On Green 0.17 0.45 0.00 0.09 0.37 0.37 0.02 0.30 0.00 0.01 0.29 0.29 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 3291 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 260 1380 0 240 450 40 20 490 0 10 160 60 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1646 1692 1510 1646 1781 1510 1697 1781 1510 Q Serve(g_s), s 16.2 40.7 0.0 7.7 10.5 1.8 0.6 28.7 0.0 0.6 7.5 2.4 Cycle Q Clear(g_c), s 16.2 40.7 0.0 7.7 10.5 1.8 0.6 28.7 0.0 0.6 7.5 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 294 1533 297 1251 572 55 533 16 521 703 V/C Ratio(X) 0.88 0.90 0.81 0.36 0.07 0.36 0.92 0.61 0.31 0.09 Avail Cap(c_a), veh/h 471 1628 304 1251 572 122 626 63 626 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 27.3 0.0 48.3 24.8 21.4 52.6 36.6 0.0 53.3 29.7 16.1 Incr Delay (d2), s/veh 11.3 7.0 0.0 14.6 0.2 0.1 4.0 17.1 0.0 32.1 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 17.3 0.0 3.8 4.2 0.7 0.3 14.4 0.0 0.4 3.2 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 34.3 0.0 62.9 25.0 21.5 56.6 53.7 0.0 85.4 30.1 16.1 LnGrp LOS D C E C C E D F C B
Approach Vol, veh/h 1640 A 730 510 A 230
Approach Delay, s/veh 37.6 37.2 53.8 28.8
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 36.4 13.8 52.9 5.8 35.6 22.8 43.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 38.0 10.0 52.0 4.0 38.0 30.0 32.0 Max Q Clear Time (g_c+I1), s 2.6 30.7 9.7 42.7 2.6 9.5 18.2 12.5 Green Ext Time (p_c), s 0.0 1.6 0.0 6.2 0.0 1.0 0.6 3.0 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
9: Hansen Rd & Promontory Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 1180 60 10 100 30 10 590 300 80 410 10 Future Volume (veh/h) 110 1180 60 10 100 30 10 590 300 80 410 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 110 1180 60 10 100 30 10 590 300 80 410 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 140 1491 664 21 1254 559 21 878 391 102 1040 463 Arrive On Green 0.08 0.44 0.44 0.01 0.37 0.37 0.01 0.26 0.26 0.06 0.31 0.31 Sat Flow, veh/h 1697 3385 1509 1697 3385 1510 1697 3385 1508 1697 3385 1508 Grp Volume(v), veh/h 110 1180 60 10 100 30 10 590 300 80 410 10 Grp Sat Flow(s),veh/h/ln1697 1692 1509 1697 1692 1510 1697 1692 1508 1697 1692 1508 Q Serve(g_s), s 5.2 24.3 1.9 0.5 1.6 1.0 0.5 12.7 14.9 3.8 7.8 0.4 Cycle Q Clear(g_c), s 5.2 24.3 1.9 0.5 1.6 1.0 0.5 12.7 14.9 3.8 7.8 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 140 1491 664 21 1254 559 21 878 391 102 1040 463 V/C Ratio(X) 0.79 0.79 0.09 0.47 0.08 0.05 0.47 0.67 0.77 0.78 0.39 0.02 Avail Cap(c_a), veh/h 313 2262 1008 104 1845 823 104 1258 560 251 1549 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.6 19.5 13.3 39.9 16.6 16.4 39.9 27.0 27.8 37.7 22.2 19.6 Incr Delay (d2), s/veh 9.4 1.1 0.1 15.6 0.0 0.0 15.6 0.9 4.0 12.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 8.5 0.6 0.3 0.6 0.3 0.3 4.8 5.4 1.8 2.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 20.7 13.3 55.5 16.6 16.5 55.5 27.9 31.8 50.0 22.4 19.7 LnGrp LOS D C BEBBE CCDCB
Approach Vol, veh/h 1350 140 900 500
Approach Delay, s/veh 22.4 19.4 29.5 26.8
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 40.5 8.9 26.9 10.7 34.8 5.0 30.8 Change Period (Y+Rc), s 4.0 * 4.7 4.0 5.8 4.0 * 4.7 4.0 5.8 Max Green Setting (Gmax), s 5.0 * 54 12.0 30.2 15.0 * 44 5.0 37.2 Max Q Clear Time (g_c+I1), s 2.5 26.3 5.8 16.9 7.2 3.6 2.5 9.8 Green Ext Time (p_c), s 0.0 9.4 0.1 3.9 0.1 0.7 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
10: Hansen Rd & Old Schulte Road Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 490 990 250 80 370 10 60 310 210 130 430 240 Future Volume (veh/h) 490 990 250 80 370 10 60 310 210 130 430 240 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 490 990 250 80 370 10 60 310 210 130 430 240 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 583 1268 684 286 963 576 257 583 392 164 647 556 Arrive On Green 0.18 0.37 0.37 0.09 0.28 0.28 0.08 0.17 0.17 0.10 0.19 0.19 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 3291 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 490 990 250 80 370 10 60 310 210 130 430 240 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 1646 1692 1510 1697 1692 1510 Q Serve(g_s), s 12.8 23.1 9.7 2.0 7.8 0.4 1.5 7.4 10.7 6.7 10.5 10.6 Cycle Q Clear(g_c), s 12.8 23.1 9.7 2.0 7.8 0.4 1.5 7.4 10.7 6.7 10.5 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 583 1268 684 286 963 576 257 583 392 164 647 556 V/C Ratio(X) 0.84 0.78 0.37 0.28 0.38 0.02 0.23 0.53 0.54 0.79 0.66 0.43 Avail Cap(c_a), veh/h 720 1662 859 336 1267 712 336 983 570 327 1290 843 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 24.6 16.0 38.1 25.6 17.2 38.6 33.6 28.4 39.4 33.4 21.2 Incr Delay (d2), s/veh 7.3 2.2 0.5 0.5 0.4 0.0 0.5 1.1 1.6 8.2 1.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 8.7 3.1 0.8 3.0 0.1 0.6 3.0 3.8 3.0 4.2 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.8 26.8 16.5 38.6 26.0 17.2 39.1 34.7 30.0 47.6 35.1 21.9 LnGrp LOS D C B D C B DCCDDC
Approach Vol, veh/h 1730 460 580 800
Approach Delay, s/veh 29.9 28.0 33.5 33.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.3 39.9 14.1 20.9 22.3 31.9 12.5 22.5 Change Period (Y+Rc), s 6.5 6.5 5.5 5.5 6.5 6.5 5.5 5.5 Max Green Setting (Gmax), s 9.1 43.8 17.2 25.9 19.5 33.4 9.1 34.0 Max Q Clear Time (g_c+I1), s 4.0 25.1 8.7 12.7 14.8 9.8 3.5 12.6 Green Ext Time (p_c), s 0.1 8.4 0.2 2.7 1.0 2.4 0.1 4.3 Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
11: Pavillion Pkwy & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1260 210 460 690 10 20 100 670 10 20 10 Future Volume (veh/h) 10 1260 210 460 690 10 20 100 670 10 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 1260 210 460 690 10 20 100 670 10 20 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 17 1558 510 502 2951 931 29 687 753 17 661 310 Arrive On Green 0.01 0.32 0.32 0.30 0.61 0.61 0.02 0.20 0.20 0.01 0.20 0.20 Sat Flow, veh/h 1697 4863 1510 1697 4863 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 1260 210 460 690 10 20 100 670 10 20 10 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1697 1621 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.5 22.3 10.0 24.5 6.1 0.2 1.1 2.3 19.0 0.5 0.4 0.5 Cycle Q Clear(g_c), s 0.5 22.3 10.0 24.5 6.1 0.2 1.1 2.3 19.0 0.5 0.4 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 17 1558 510 502 2951 931 29 687 753 17 661 310 V/C Ratio(X) 0.60 0.81 0.41 0.92 0.23 0.01 0.68 0.15 0.89 0.60 0.03 0.03 Avail Cap(c_a), veh/h 72 1713 558 688 3479 1095 72 687 753 72 687 321 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 29.2 23.9 31.8 8.4 6.9 45.8 30.7 21.1 46.2 30.5 29.8 Incr Delay (d2), s/veh 30.4 2.8 0.5 13.7 0.0 0.0 24.1 0.1 12.7 30.4 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 8.8 3.6 11.6 2.0 0.1 0.7 0.9 14.9 0.4 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.6 32.0 24.4 45.5 8.5 6.9 69.9 30.8 33.8 76.6 30.5 29.8 LnGrp LOS E C C D A A E C C E C C
Approach Vol, veh/h 1480 1160 790 40
Approach Delay, s/veh 31.2 23.2 34.3 41.9
Approach LOS CCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 23.0 31.7 34.0 5.6 22.3 4.9 60.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 19.0 38.0 33.0 4.0 19.0 4.0 67.0 Max Q Clear Time (g_c+I1), s 2.5 21.0 26.5 24.3 3.1 2.5 2.5 8.1 Green Ext Time (p_c), s 0.0 0.0 1.2 5.8 0.0 0.1 0.0 5.8 Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
12: Pavillion Pkwy & Promontory Pkwy/Pomontory Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 180 1300 160 270 110 10 10 900 410 10 420 60 Future Volume (veh/h) 180 1300 160 270 110 10 10 900 410 10 420 60 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 180 1300 160 270 110 10 10 900 410 10 420 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 211 1468 655 331 1387 619 16 1047 467 16 1047 467 Arrive On Green 0.12 0.43 0.43 0.10 0.41 0.41 0.01 0.31 0.31 0.01 0.31 0.31 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 180 1300 160 270 110 10 10 900 410 10 420 60 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1646 1692 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 11.3 38.5 7.3 8.8 2.2 0.4 0.6 27.3 28.1 0.6 10.7 3.1 Cycle Q Clear(g_c), s 11.3 38.5 7.3 8.8 2.2 0.4 0.6 27.3 28.1 0.6 10.7 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 211 1468 655 331 1387 619 16 1047 467 16 1047 467 V/C Ratio(X) 0.85 0.89 0.24 0.82 0.08 0.02 0.61 0.86 0.88 0.61 0.40 0.13 Avail Cap(c_a), veh/h 342 1582 706 392 1387 619 62 1117 498 62 1117 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 28.4 19.6 48.1 19.6 19.1 53.8 35.4 35.7 53.8 29.7 27.1 Incr Delay (d2), s/veh 10.9 6.1 0.2 10.8 0.0 0.0 32.2 6.6 15.6 32.2 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 16.3 2.6 4.1 0.9 0.2 0.4 12.0 12.2 0.4 4.4 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 34.5 19.8 58.9 19.7 19.1 86.0 42.1 51.3 86.0 30.0 27.2 LnGrp LOS E C BEBBFDDFCC
Approach Vol, veh/h 1640 390 1320 490
Approach Delay, s/veh 35.6 46.8 45.3 30.8
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 37.8 15.0 51.3 5.0 37.8 17.6 48.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 36.0 13.0 51.0 4.0 36.0 22.0 42.0 Max Q Clear Time (g_c+I1), s 2.6 30.1 10.8 40.5 2.6 12.7 13.3 4.2 Green Ext Time (p_c), s 0.0 3.7 0.2 6.8 0.0 3.0 0.3 0.7 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
13: Pavillion Pkwy & Old Schulte Rd/Old Schulte Road Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 690 240 70 100 30 20 340 160 280 490 270 Future Volume (veh/h) 380 690 240 70 100 30 20 340 160 280 490 270 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 380 690 240 70 100 30 20 340 160 280 490 270 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 477 909 405 87 593 264 62 1107 511 455 867 476 Arrive On Green 0.14 0.27 0.27 0.05 0.18 0.18 0.02 0.49 0.49 0.41 0.41 0.41 Sat Flow, veh/h 3291 3385 1510 1697 3385 1510 3291 2249 1038 855 2109 1157 Grp Volume(v), veh/h 380 690 240 70 100 30 20 254 246 280 393 367 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1697 1692 1510 1646 1692 1595 855 1692 1573 Q Serve(g_s), s 7.1 12.0 8.8 2.6 1.6 1.1 0.4 5.7 5.9 18.7 11.4 11.5 Cycle Q Clear(g_c), s 7.1 12.0 8.8 2.6 1.6 1.1 0.4 5.7 5.9 19.4 11.4 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.65 1.00 0.74
Lane Grp Cap(c), veh/h 477 909 405 87 593 264 62 833 785 455 696 647 V/C Ratio(X) 0.80 0.76 0.59 0.80 0.17 0.11 0.32 0.31 0.31 0.62 0.56 0.57 Avail Cap(c_a), veh/h 514 1164 519 159 952 425 206 1058 997 531 846 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 21.5 20.4 30.0 22.4 22.2 31.0 9.7 9.7 17.1 14.4 14.5 Incr Delay (d2), s/veh 8.1 2.2 1.4 15.4 0.1 0.2 3.0 0.2 0.2 1.6 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 4.4 0.2 1.3 0.6 0.4 0.2 1.9 1.8 3.4 4.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 23.7 21.7 45.4 22.6 22.4 34.0 9.9 10.0 18.7 15.2 15.3 LnGrp LOS C CCDCCC AABBB
Approach Vol, veh/h 1310 200 520 1040
Approach Delay, s/veh 26.5 30.5 10.9 16.2
Approach LOS C C B B
Timer - Assigned Phs 2345678
Phs Duration (G+Y+Rc), s 35.5 7.3 21.2 5.2 30.3 13.3 15.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 40.0 6.0 22.0 4.0 32.0 10.0 18.0 Max Q Clear Time (g_c+I1), s 7.9 4.6 14.0 2.4 21.4 9.1 3.6 Green Ext Time (p_c), s 3.4 0.0 3.2 0.0 4.9 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
14: Pavillion Pkwy & Hansen Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 560 350 110 120 20 90 490 620 100 710 10 Future Volume (veh/h) 10 560 350 110 120 20 90 490 620 100 710 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 560 350 110 120 20 90 490 620 100 710 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 16 606 514 135 731 619 141 1197 534 132 1315 587 Arrive On Green 0.01 0.34 0.34 0.08 0.41 0.41 0.04 0.35 0.35 0.08 0.39 0.39 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 3291 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 560 350 110 120 20 90 490 620 100 710 10 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1646 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.6 32.5 21.4 6.9 4.6 0.9 2.9 11.8 38.0 6.2 17.4 0.4 Cycle Q Clear(g_c), s 0.6 32.5 21.4 6.9 4.6 0.9 2.9 11.8 38.0 6.2 17.4 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 16 606 514 135 731 619 141 1197 534 132 1315 587 V/C Ratio(X) 0.61 0.92 0.68 0.82 0.16 0.03 0.64 0.41 1.16 0.76 0.54 0.02 Avail Cap(c_a), veh/h 63 647 548 142 731 619 214 1197 534 284 1544 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 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 34.1 30.4 48.7 20.0 18.9 50.6 26.2 34.7 48.6 25.4 20.2 Incr Delay (d2), s/veh 32.0 18.5 3.2 28.6 0.1 0.0 4.8 0.2 91.8 8.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 16.8 8.1 4.0 1.9 0.3 1.3 4.7 27.2 2.9 7.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.0 52.6 33.6 77.3 20.1 19.0 55.4 26.5 126.5 57.1 25.8 20.2 LnGrp LOS F D C E C B E C F E C C
Approach Vol, veh/h 920 250 1200 820
Approach Delay, s/veh 45.7 45.2 80.3 29.5
Approach LOS D D F C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.4 42.0 12.5 40.6 8.6 45.8 5.0 48.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 38.0 9.0 39.0 7.0 49.0 4.0 44.0 Max Q Clear Time (g_c+I1), s 8.2 40.0 8.9 34.5 4.9 19.4 2.6 6.6 Green Ext Time (p_c), s 0.1 0.0 0.0 2.1 0.0 5.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 54.5
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
15: Commerce Way & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 520 1720 10 10 390 180 10 110 10 70 190 920 Future Volume (veh/h) 520 1720 10 10 390 180 10 110 10 70 190 920 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 520 1720 10 10 390 180 10 110 10 70 190 920 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 638 2093 665 17 1198 475 17 868 78 116 1133 1404 Arrive On Green 0.19 0.43 0.43 0.01 0.25 0.25 0.01 0.28 0.28 0.07 0.33 0.33 Sat Flow, veh/h 3291 4863 1510 1697 4863 1510 1697 3141 282 1697 3385 2657 Grp Volume(v), veh/h 520 1720 10 10 390 180 10 59 61 70 190 920 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1697 1621 1510 1697 1692 1731 1697 1692 1329 Q Serve(g_s), s 11.3 23.2 0.3 0.4 4.9 6.9 0.4 1.9 2.0 3.0 2.9 18.6 Cycle Q Clear(g_c), s 11.3 23.2 0.3 0.4 4.9 6.9 0.4 1.9 2.0 3.0 2.9 18.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 638 2093 665 17 1198 475 17 468 478 116 1133 1404 V/C Ratio(X) 0.81 0.82 0.02 0.59 0.33 0.38 0.59 0.13 0.13 0.60 0.17 0.66 Avail Cap(c_a), veh/h 885 2222 705 91 1198 475 91 468 478 410 1456 1658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 18.7 11.7 36.7 23.0 19.8 36.7 20.2 20.2 33.7 17.5 12.7 Incr Delay (d2), s/veh 4.2 2.5 0.0 28.2 0.2 0.5 28.2 0.1 0.1 5.0 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 8.4 0.1 0.3 1.8 2.4 0.3 0.7 0.8 1.4 1.1 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 21.2 11.7 64.9 23.1 20.3 64.9 20.3 20.3 38.6 17.5 13.4 LnGrp LOS C C B E C C E C C D B B
Approach Vol, veh/h 2250 580 130 1180
Approach Delay, s/veh 23.8 23.0 23.7 15.5
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.1 24.6 4.7 36.0 4.7 28.9 18.4 22.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 18.0 4.0 34.0 4.0 32.0 20.0 18.0 Max Q Clear Time (g_c+I1), s 5.0 4.0 2.4 25.2 2.4 20.6 13.3 8.9 Green Ext Time (p_c), s 0.1 0.4 0.0 6.8 0.0 4.3 1.2 2.2 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
16: Road M & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1560 410 10 10 180 200 10 10 10 1020 20 500 Future Volume (veh/h) 1560 410 10 10 180 200 10 10 10 1020 20 500 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1560 410 10 10 180 200 10 10 10 1020 20 500 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 1356 1653 40 16 314 830 809 57 49 1598 143 865 Arrive On Green 0.28 0.34 0.34 0.01 0.06 0.06 0.48 0.03 0.03 0.49 0.04 0.04 Sat Flow, veh/h 4784 4884 119 1697 4863 1510 1697 1725 1482 3291 3385 2657 Grp Volume(v), veh/h 1560 272 148 10 180 200 10 10 10 1020 20 500 Grp Sat Flow(s),veh/h/ln1595 1621 1760 1697 1621 1510 1697 1692 1515 1646 1692 1329 Q Serve(g_s), s 34.0 7.3 7.3 0.7 4.3 0.0 0.4 0.7 0.8 27.7 0.7 0.0 Cycle Q Clear(g_c), s 34.0 7.3 7.3 0.7 4.3 0.0 0.4 0.7 0.8 27.7 0.7 0.0 Prop In Lane 1.00 0.07 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 1356 1097 596 16 314 830 809 56 50 1598 143 865 V/C Ratio(X) 1.15 0.25 0.25 0.62 0.57 0.24 0.01 0.17 0.20 0.64 0.14 0.58 Avail Cap(c_a), veh/h 1356 1297 704 57 729 959 809 268 240 1598 1354 1816 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.70 1.00 1.00 1.00 1.00 1.00 1.00 0.22 0.22 0.22 Uniform Delay (d), s/veh 43.0 28.7 28.7 59.2 54.5 14.0 16.5 56.4 56.4 23.0 55.4 33.6 Incr Delay (d2), s/veh 74.3 0.1 0.2 33.6 1.6 0.1 0.0 6.6 8.8 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 22.6 2.9 3.1 0.5 1.8 2.8 0.1 0.4 0.4 10.6 0.3 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 117.3 28.7 28.8 92.8 56.2 14.2 16.5 63.0 65.3 23.2 55.5 33.8 LnGrp LOS F C C F EBBEECEC
Approach Vol, veh/h 1980 390 30 1540
Approach Delay, s/veh 98.5 35.6 48.3 27.1
Approach LOS F D D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 62.3 8.0 5.1 44.6 61.2 9.1 38.0 11.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 33.0 19.0 4.0 48.0 4.0 48.0 34.0 18.0 Max Q Clear Time (g_c+I1), s 29.7 2.8 2.7 9.3 2.4 2.7 36.0 6.3 Green Ext Time (p_c), s 1.5 0.0 0.0 2.9 0.0 2.4 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 64.0
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
17: Hansen Rd & Valpico Rd Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 17
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 130 120 10 620 640
Future Volume (veh/h) 10 130 120 10 620 640
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 0 120 10 620 640
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 18 258 218 768 1297
Arrive On Green 0.01 0.00 0.14 0.14 0.45 0.73
Sat Flow, veh/h 1697 1510 1781 1510 1697 1781
Grp Volume(v), veh/h 10 0 120 10 620 640
Grp Sat Flow(s),veh/h/ln1697 1510 1781 1510 1697 1781
Q Serve(g_s), s 0.2 0.0 1.9 0.2 9.6 4.7
Cycle Q Clear(g_c), s 0.2 0.0 1.9 0.2 9.6 4.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 18 258 218 768 1297
V/C Ratio(X) 0.55 0.47 0.05 0.81 0.49
Avail Cap(c_a), veh/h 997 1222 1035 3823 5468
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.1 0.0 12.0 11.3 7.2 1.8
Incr Delay (d2), s/veh 23.8 0.0 1.3 0.1 2.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.7 0.0 2.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.9 0.0 13.3 11.4 9.3 2.1
LnGrp LOS D BBAA
Approach Vol, veh/h 10 A 130 1260
Approach Delay, s/veh 38.9 13.2 5.6
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.9 8.4 26.3 4.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 69.0 21.0 94.0 18.0
Max Q Clear Time (g_c+I1), s 11.6 3.9 6.7 2.2
Green Ext Time (p_c), s 2.3 0.5 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
18: Pavillion Pkwy & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 18
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1140 50 40 10 30 840
Future Volume (veh/h) 1140 50 40 10 30 840
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1187 0 40 10 30 840
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1561 695 59 1239 435 2127
Arrive On Green 0.46 0.00 0.03 0.37 0.24 0.24
Sat Flow, veh/h 3393 1510 1697 3474 1781 3019
Grp Volume(v), veh/h 1187 0 40 10 30 840
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1781 1510
Q Serve(g_s), s 13.4 0.0 1.1 0.1 0.6 5.2
Cycle Q Clear(g_c), s 13.4 0.0 1.1 0.1 0.6 5.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1561 695 59 1239 435 2127
V/C Ratio(X) 0.76 0.00 0.68 0.01 0.07 0.39
Avail Cap(c_a), veh/h 5161 2296 332 3089 1122 3292
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.3 0.0 22.0 9.3 13.4 2.8
Incr Delay (d2), s/veh 0.8 0.0 12.7 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.8 0.0 0.6 0.0 0.2 4.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.1 0.0 34.7 9.3 13.4 2.9
LnGrp LOS B A C A B A
Approach Vol, veh/h 1187 50 870
Approach Delay, s/veh 11.1 29.6 3.3
Approach LOS B C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.9 25.2 5.6 15.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 70.0 9.0 29.0
Max Q Clear Time (g_c+I1), s 2.1 15.4 3.1 7.2
Green Ext Time (p_c), s 0.0 5.8 0.0 4.0
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
19: Pavillion Pkwy & Van Stosen Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 330 250 60 10 40 10 140 40 10 10 40 40 Future Volume (veh/h) 330 250 60 10 40 10 140 40 10 10 40 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 330 250 60 10 40 10 140 40 10 10 40 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 420 611 518 18 146 36 178 686 306 18 367 163 Arrive On Green 0.25 0.34 0.34 0.01 0.11 0.11 0.11 0.20 0.20 0.01 0.11 0.11 Sat Flow, veh/h 1697 1781 1510 1697 1376 344 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 330 250 60 10 0 50 140 40 10 10 40 40 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 0 1720 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 6.7 4.0 1.0 0.2 0.0 1.0 3.0 0.4 0.2 0.2 0.4 0.9 Cycle Q Clear(g_c), s 6.7 4.0 1.0 0.2 0.0 1.0 3.0 0.4 0.2 0.2 0.4 0.9 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 420 611 518 18 0 182 178 686 306 18 367 163 V/C Ratio(X) 0.79 0.41 0.12 0.56 0.00 0.27 0.79 0.06 0.03 0.56 0.11 0.24 Avail Cap(c_a), veh/h 873 1592 1349 184 0 838 413 2108 940 184 1649 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.0 9.3 8.3 18.2 0.0 15.2 16.1 11.9 11.8 18.2 14.9 15.1 Incr Delay (d2), s/veh 3.3 0.4 0.1 24.4 0.0 0.8 7.4 0.0 0.0 24.4 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 1.2 0.3 0.2 0.0 0.4 1.3 0.1 0.1 0.2 0.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 9.7 8.4 42.6 0.0 16.0 23.5 11.9 11.9 42.6 15.0 15.9 LnGrp LOS B A A D A B C B B D B B
Approach Vol, veh/h 640 60 190 90
Approach Delay, s/veh 13.0 20.4 20.5 18.4
Approach LOS B C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.4 11.5 4.4 16.7 7.9 8.0 13.1 7.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 23.0 4.0 33.0 9.0 18.0 19.0 18.0 Max Q Clear Time (g_c+I1), s 2.2 2.4 2.2 6.0 5.0 2.9 8.7 3.0 Green Ext Time (p_c), s 0.0 0.2 0.0 1.7 0.1 0.2 0.8 0.1 Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
20: Lammers Extension & Pavillion Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 990 120 230 630 360 230 420 870 220 330 10 Future Volume (veh/h) 30 990 120 230 630 360 230 420 870 220 330 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 30 990 120 230 630 0 230 420 0 220 330 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 43 1494 464 378 1222 281 514 320 745 332
Arrive On Green 0.03 0.31 0.31 0.08 0.36 0.00 0.17 0.29 0.00 0.10 0.22 0.22 Sat Flow, veh/h 1697 4863 1510 4784 3385 1510 1697 1781 2657 3291 3385 1510 Grp Volume(v), veh/h 30 990 120 230 630 0 230 420 0 220 330 10 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1595 1692 1510 1697 1781 1329 1646 1692 1510 Q Serve(g_s), s 1.2 12.4 4.2 3.3 10.3 0.0 9.2 15.4 0.0 4.5 5.9 0.4 Cycle Q Clear(g_c), s 1.2 12.4 4.2 3.3 10.3 0.0 9.2 15.4 0.0 4.5 5.9 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 43 1494 464 378 1222 281 514 320 745 332 V/C Ratio(X) 0.70 0.66 0.26 0.61 0.52 0.82 0.82 0.69 0.44 0.03 Avail Cap(c_a), veh/h 145 2217 688 682 1736 653 1243 610 1688 753 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.9 21.2 18.3 31.3 17.6 0.0 28.3 23.2 0.0 30.7 23.6 21.5 Incr Delay (d2), s/veh 18.7 0.5 0.3 1.6 0.3 0.0 5.8 3.2 0.0 2.6 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.5 1.4 1.3 3.8 0.0 4.0 6.5 0.0 1.8 2.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.6 21.7 18.6 32.9 18.0 0.0 34.1 26.5 0.0 33.3 24.1 21.5 LnGrp LOS D C B C B C C C C C
Approach Vol, veh/h 1140 860 A 650 A 560
Approach Delay, s/veh 22.2 21.9 29.2 27.6
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.8 24.3 9.5 25.6 15.6 19.5 5.8 29.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 49.0 10.0 32.0 27.0 35.0 6.0 36.0 Max Q Clear Time (g_c+I1), s 6.5 17.4 5.3 14.4 11.2 7.9 3.2 12.3 Green Ext Time (p_c), s 0.4 2.9 0.3 7.1 0.6 2.3 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
21: Lammers Extension & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 330 10 10 10 10 290 10 900 10 500 170 10 Future Volume (veh/h) 330 10 10 10 10 290 10 900 10 500 170 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 330 10 10 10 10 290 10 900 10 500 170 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 468 641 559 574 641 839 17 1362 15 645 2240 695 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.01 0.27 0.27 0.20 0.46 0.46 Sat Flow, veh/h 1028 1781 1510 1326 1781 1510 1697 4959 55 3291 4863 1510 Grp Volume(v), veh/h 330 10 10 10 10 290 10 588 322 500 170 10 Grp Sat Flow(s),veh/h/ln1028 1781 1510 1326 1781 1510 1697 1621 1772 1646 1621 1510 Q Serve(g_s), s 21.6 0.3 0.3 0.3 0.3 7.5 0.4 11.4 11.4 10.2 1.4 0.3 Cycle Q Clear(g_c), s 21.8 0.3 0.3 0.6 0.3 7.5 0.4 11.4 11.4 10.2 1.4 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 468 641 559 574 641 839 17 890 486 645 2240 695 V/C Ratio(X) 0.71 0.02 0.02 0.02 0.02 0.35 0.58 0.66 0.66 0.77 0.08 0.01 Avail Cap(c_a), veh/h 780 1182 1017 976 1182 1297 96 1510 825 1301 3913 1215 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.6 14.6 14.1 14.8 14.6 8.6 34.9 22.8 22.8 27.0 10.7 10.4 Incr Delay (d2), s/veh 2.0 0.0 0.0 0.0 0.0 0.2 27.8 0.8 1.5 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.1 0.1 0.1 0.1 2.2 0.3 4.2 4.7 4.0 0.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 14.6 14.2 14.8 14.6 8.9 62.7 23.6 24.3 29.0 10.7 10.4 LnGrp LOS C BBBBAECCCBB
Approach Vol, veh/h 350 310 920 680
Approach Delay, s/veh 23.0 9.3 24.3 24.2
Approach LOS C A C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.9 23.5 29.5 4.7 36.6 29.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 28.0 33.0 47.0 4.0 57.0 47.0 Max Q Clear Time (g_c+I1), s 12.2 13.4 23.8 2.4 3.4 9.5 Green Ext Time (p_c), s 1.7 6.0 1.7 0.0 1.3 1.1
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
22: Lammers Extension & Van Stosen Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 60 10 10 20 10 30 720 10 10 170 10 Future Volume (veh/h) 190 60 10 10 20 10 30 720 10 10 170 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 190 60 10 10 20 10 30 720 10 10 170 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 207 281 47 18 86 43 49 1473 457 18 1382 429
Arrive On Green 0.12 0.19 0.19 0.01 0.08 0.08 0.03 0.30 0.30 0.01 0.28 0.28 Sat Flow, veh/h 1697 1489 248 1697 1120 560 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 190 0 70 10 0 30 30 720 10 10 170 10 Grp Sat Flow(s),veh/h/ln1697 0 1737 1697 0 1681 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 3.6 0.0 1.1 0.2 0.0 0.6 0.6 4.0 0.2 0.2 0.9 0.2 Cycle Q Clear(g_c), s 3.6 0.0 1.1 0.2 0.0 0.6 0.6 4.0 0.2 0.2 0.9 0.2 Prop In Lane 1.00 0.14 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 207 0 327 18 0 130 49 1473 457 18 1382 429 V/C Ratio(X) 0.92 0.00 0.21 0.56 0.00 0.23 0.61 0.49 0.02 0.56 0.12 0.02 Avail Cap(c_a), veh/h 207 0 953 207 0 922 207 2667 828 207 2667 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 0.0 11.3 16.2 0.0 14.2 15.7 9.4 8.0 16.2 8.7 8.5 Incr Delay (d2), s/veh 40.7 0.0 0.3 24.0 0.0 0.9 11.4 0.3 0.0 24.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 0.4 0.2 0.0 0.2 0.3 1.0 0.0 0.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 0.0 11.6 40.2 0.0 15.1 27.1 9.6 8.0 40.2 8.8 8.5 LnGrp LOS D A B D A B C A A D A A
Approach Vol, veh/h 260 40 760 190
Approach Delay, s/veh 43.3 21.4 10.3 10.4
Approach LOS D C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.3 13.9 4.3 10.2 5.0 13.3 8.0 6.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.2 6.0 2.2 3.1 2.6 2.9 5.6 2.6 Green Ext Time (p_c), s 0.0 4.0 0.0 0.2 0.0 0.9 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
23: Lammers Extension & I-205 WB On-Ramp/I-205 WB Off-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1050 0 10 0 740 1150 0 160 10 Future Volume (veh/h) 0 0 0 1050 0 10 0 740 1150 0 160 10 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 1050 0 10 0 740 1150 0 160 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888088088
Cap, veh/h 1475 0 437 0 1985 1558 0 2852 885
Arrive On Green 0.29 0.00 0.29 0.00 0.59 0.59 0.00 0.59 0.59 Sat Flow, veh/h 5090 0 1510 0 3474 2657 0 5024 1510
Grp Volume(v), veh/h 1050 0 10 0 740 1150 0 160 10
Grp Sat Flow(s),veh/h/ln 1697 0 1510 0 1692 1329 0 1621 1510 Q Serve(g_s), s 11.9 0.0 0.3 0.0 7.5 20.4 0.0 0.9 0.2
Cycle Q Clear(g_c), s 11.9 0.0 0.3 0.0 7.5 20.4 0.0 0.9 0.2 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1475 0 437 0 1985 1558 0 2852 885 V/C Ratio(X) 0.71 0.00 0.02 0.00 0.37 0.74 0.00 0.06 0.01 Avail Cap(c_a), veh/h 3780 0 1121 0 3352 2631 0 4816 1495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.5 0.0 16.4 0.0 7.1 9.7 0.0 5.7 5.6 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.0 0.1 0.7 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 0.1 0.0 2.2 4.7 0.0 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 0.0 16.4 0.0 7.2 10.4 0.0 5.7 5.6 LnGrp LOS C ABAABAAA
Approach Vol, veh/h 1060 1890 170
Approach Delay, s/veh 21.1 9.2 5.7
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 41.9 41.9 22.7
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 64.0 64.0 48.0
Max Q Clear Time (g_c+I1), s 22.4 2.9 13.9
Green Ext Time (p_c), s 15.5 1.2 4.8
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
24: Lammers Extension & I-205 EB Off Ramp/I-205 EB On Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 0 2250 0000 1630 10 0 1210 10 Future Volume (veh/h) 260 0 2250 0000 1630 10 0 1210 10 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 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 260 0 0 0 1630 10 0 1210 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088088
Cap, veh/h 305 0 0 3664 2002 0 3664 1137
Arrive On Green 0.18 0.00 0.00 0.00 0.75 0.75 0.00 0.75 0.75 Sat Flow, veh/h 1697 0 1510 0 5024 2657 0 5024 1510
Grp Volume(v), veh/h 260 0 0 0 1630 10 0 1210 10
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1621 1329 0 1621 1510 Q Serve(g_s), s 17.8 0.0 0.0 0.0 14.9 0.1 0.0 9.8 0.2
Cycle Q Clear(g_c), s 17.8 0.0 0.0 0.0 14.9 0.1 0.0 9.8 0.2 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 305 0 0 3664 2002 0 3664 1137
V/C Ratio(X) 0.85 0.00 0.00 0.44 0.00 0.00 0.33 0.01
Avail Cap(c_a), veh/h 1145 0 0 3664 2002 0 3664 1137
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 0.00 0.00 0.73 0.73 0.00 0.92 0.92 Uniform Delay (d), s/veh 47.7 0.0 0.0 0.0 5.5 3.7 0.0 4.9 3.7 Incr Delay (d2), s/veh 6.7 0.0 0.0 0.0 0.3 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 0.0 0.0 0.0 4.4 0.0 0.0 2.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.3 0.0 0.0 0.0 5.8 3.7 0.0 5.1 3.7 LnGrp LOS D A AAAAAA
Approach Vol, veh/h 260 A 1640 1220
Approach Delay, s/veh 54.3 5.8 5.1
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 94.4 25.6 94.4
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 81.0 31.0
Max Q Clear Time (g_c+I1), s 16.9 19.8 11.8
Green Ext Time (p_c), s 9.6 1.8 8.8
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
25: Lammers Ext/Lammers Extension & Commerce Way Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 680 400 420 10 10 30 10 940 10 130 2070 1260 Future Volume (veh/h) 680 400 420 10 10 30 10 940 10 130 2070 1260 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 680 400 0 10 10 0 10 940 10 130 2070 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 1767 437 267 113 31 1383 578 784 2211
Arrive On Green 0.37 0.25 0.00 0.16 0.03 0.00 0.01 0.23 0.23 0.24 0.45 0.00 Sat Flow, veh/h 4784 1781 1510 1697 3385 1510 3291 6128 1510 3291 4863 2657 Grp Volume(v), veh/h 680 400 0 10 10 0 10 940 10 130 2070 0 Grp Sat Flow(s),veh/h/ln1595 1781 1510 1697 1692 1510 1646 1532 1510 1646 1621 1329 Q Serve(g_s), s 12.5 26.2 0.0 0.6 0.3 0.0 0.4 16.8 0.0 3.8 48.5 0.0 Cycle Q Clear(g_c), s 12.5 26.2 0.0 0.6 0.3 0.0 0.4 16.8 0.0 3.8 48.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1767 437 267 113 31 1383 578 784 2211 V/C Ratio(X) 0.38 0.92 0.04 0.09 0.32 0.68 0.02 0.17 0.94 Avail Cap(c_a), veh/h 1767 505 267 508 302 2911 955 784 2229 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.94 0.94 0.94 0.09 0.09 0.00 Uniform Delay (d), s/veh 27.8 44.1 0.0 42.8 56.2 0.0 59.1 42.5 23.0 36.2 31.1 0.0 Incr Delay (d2), s/veh 0.1 26.4 0.0 0.1 0.3 0.0 5.5 0.6 0.0 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 14.7 0.0 0.3 0.2 0.0 0.2 6.4 0.2 1.5 18.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 70.5 0.0 42.9 56.6 0.0 64.5 43.0 23.0 36.3 32.0 0.0 LnGrp LOS C E D E E DCDC
Approach Vol, veh/h 1080 A 20 A 960 2200 A
Approach Delay, s/veh 43.7 49.7 43.1 32.3
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 22.9 33.4 5.1 58.5 48.3 8.0 32.6 31.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 34.0 11.0 55.0 20.0 18.0 9.0 57.0 Max Q Clear Time (g_c+I1), s 2.6 28.2 2.4 50.5 14.5 2.3 5.8 18.8 Green Ext Time (p_c), s 0.0 1.2 0.0 4.0 1.4 0.0 0.1 8.3 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
26: Road M & Lammers Ext Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 26
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1230 1250 430 650 300 1520
Future Volume (veh/h) 1230 1250 430 650 300 1520
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1230 1250 430 650 300 1520
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1175 1189 538 2375 1852 1988
Arrive On Green 0.16 0.16 0.11 0.39 0.55 0.55
Sat Flow, veh/h 5024 1510 4784 6378 3393 3019
Grp Volume(v), veh/h 1230 1250 430 650 300 1520
Grp Sat Flow(s),veh/h/ln1621 1510 1595 1532 1697 1510
Q Serve(g_s), s 29.0 29.0 10.5 8.7 5.3 41.6
Cycle Q Clear(g_c), s 29.0 29.0 10.5 8.7 5.3 41.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1175 1189 538 2375 1852 1988
V/C Ratio(X) 1.05 1.05 0.80 0.27 0.16 0.76
Avail Cap(c_a), veh/h 1175 1189 797 2707 1852 1988
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.45 0.45 1.00 1.00 0.40 0.40
Uniform Delay (d), s/veh 50.3 6.4 51.9 25.2 13.6 14.1
Incr Delay (d2), s/veh 31.3 32.9 3.5 0.1 0.1 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.3 47.6 4.3 3.1 2.0 12.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.6 39.3 55.5 25.2 13.7 15.3
LnGrp LOS F F E C B B
Approach Vol, veh/h 2480 1080 1820
Approach Delay, s/veh 60.3 37.3 15.0
Approach LOS E D B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 69.5 17.5 33.0 50.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 59.0 20.0 29.0 53.0
Max Q Clear Time (g_c+I1), s 43.6 12.5 31.0 10.7
Green Ext Time (p_c), s 8.1 1.0 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 40.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
27: Grant Line Rd & Pavillion Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 27
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1550 530 10 760 450 10
Future Volume (veh/h) 1550 530 10 760 450 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1550 530 10 760 450 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 2498 1365 18 2993 664 304
Arrive On Green 0.51 0.51 0.01 0.62 0.20 0.20
Sat Flow, veh/h 5024 2657 1697 5024 3291 1510
Grp Volume(v), veh/h 1550 530 10 760 450 10
Grp Sat Flow(s),veh/h/ln1621 1329 1697 1621 1646 1510
Q Serve(g_s), s 10.0 5.3 0.3 3.1 5.5 0.2
Cycle Q Clear(g_c), s 10.0 5.3 0.3 3.1 5.5 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2498 1365 18 2993 664 304
V/C Ratio(X) 0.62 0.39 0.56 0.25 0.68 0.03
Avail Cap(c_a), veh/h 2890 1579 155 3779 1354 621
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 7.6 6.5 21.6 3.8 16.2 14.0
Incr Delay (d2), s/veh 0.3 0.2 25.1 0.0 1.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 1.0 0.2 0.6 1.9 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.9 6.6 46.6 3.9 17.4 14.1
LnGrp LOS A A D A B B
Approach Vol, veh/h 2080 770 460
Approach Delay, s/veh 7.6 4.4 17.3
Approach LOS A A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 12.8 4.5 26.5 30.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 4.0 26.0 34.0
Max Q Clear Time (g_c+I1), s 7.5 2.3 12.0 5.1
Green Ext Time (p_c), s 1.3 0.0 10.5 6.0
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
29: S Lammers Rd & Pavillion Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 1260 60 10 730 10 30 10 10 10 10 10 Future Volume (veh/h) 260 1260 60 10 730 10 30 10 10 10 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 260 1260 0 10 730 10 30 10 10 10 10 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 330 1870 18 1260 17 90 81 81 18 67 67
Arrive On Green 0.19 0.55 0.00 0.01 0.37 0.37 0.03 0.10 0.10 0.01 0.08 0.08 Sat Flow, veh/h 1697 3385 1510 1697 3419 47 3291 817 817 1697 817 817 Grp Volume(v), veh/h 260 1260 0 10 361 379 30 0 20 10 0 20 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1773 1646 0 1634 1697 0 1634 Q Serve(g_s), s 7.1 13.0 0.0 0.3 8.4 8.4 0.4 0.0 0.5 0.3 0.0 0.6 Cycle Q Clear(g_c), s 7.1 13.0 0.0 0.3 8.4 8.4 0.4 0.0 0.5 0.3 0.0 0.6 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.50 1.00 0.50
Lane Grp Cap(c), veh/h 330 1870 18 624 653 90 0 162 18 0 134 V/C Ratio(X) 0.79 0.67 0.57 0.58 0.58 0.33 0.00 0.12 0.57 0.00 0.15 Avail Cap(c_a), veh/h 834 3260 139 936 981 270 0 636 139 0 636 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.7 7.8 0.0 24.0 12.4 12.4 23.3 0.0 20.1 24.0 0.0 20.8 Incr Delay (d2), s/veh 4.2 0.4 0.0 25.6 0.9 0.8 2.1 0.0 0.3 25.6 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.3 0.0 0.2 2.8 2.9 0.2 0.0 0.2 0.2 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.9 8.2 0.0 49.6 13.2 13.2 25.4 0.0 20.4 49.6 0.0 21.3 LnGrp LOS C A D B B C A C D A C
Approach Vol, veh/h 1520 A 750 50 30
Approach Delay, s/veh 10.7 13.7 23.4 30.8
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.5 8.8 4.5 31.0 5.3 8.0 13.5 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 19.0 4.0 47.0 4.0 19.0 24.0 27.0 Max Q Clear Time (g_c+I1), s 2.3 2.5 2.3 15.0 2.4 2.6 9.1 10.4 Green Ext Time (p_c), s 0.0 0.0 0.0 12.0 0.0 0.0 0.7 4.3 Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
30: GRANT LINE RD & S Lammers Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 29
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 10 520 450 30 30 10
Future Volume (veh/h) 10 520 450 30 30 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 520 450 30 30 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 0 830 769 51 215 72
Arrive On Green 0.00 0.47 0.47 0.47 0.18 0.18
Sat Flow, veh/h 0 1781 1652 110 1206 402
Grp Volume(v), veh/h 0 520 0 480 41 0
Grp Sat Flow(s),veh/h/ln 0 1781 0 1762 1649 0
Q Serve(g_s), s 0.0 4.9 0.0 4.5 0.5 0.0
Cycle Q Clear(g_c), s 0.0 4.9 0.0 4.5 0.5 0.0
Prop In Lane 0.00 0.06 0.73 0.24
Lane Grp Cap(c), veh/h 0 830 0 821 294 0
V/C Ratio(X) 0.00 0.63 0.00 0.58 0.14 0.00
Avail Cap(c_a), veh/h 0 6978 0 6273 1761 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 4.5 0.0 4.4 7.8 0.0
Incr Delay (d2), s/veh 0.0 0.8 0.0 0.7 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.2 0.0 0.2 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 5.3 0.0 5.1 8.0 0.0
LnGrp LOS A AAAAA
Approach Vol, veh/h 520 480 41
Approach Delay, s/veh 5.3 5.1 8.0
Approach LOS A A A
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 14.5 8.0 0.0 14.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 88.0 24.0 4.0 80.0
Max Q Clear Time (g_c+I1), s 6.9 2.5 0.0 6.5
Green Ext Time (p_c), s 3.5 0.1 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
31: Lammers Rd & Byron Rd/ Byron Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 30
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 340 230 10 170 140 430
Future Volume (veh/h) 340 230 10 170 140 430
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 340 230 10 170 140 430
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 501 424 192 739 626 557
Arrive On Green 0.28 0.28 0.06 0.42 0.37 0.37
Sat Flow, veh/h 1781 1510 3291 1781 1697 1510
Grp Volume(v), veh/h 340 230 10 170 140 430
Grp Sat Flow(s),veh/h/ln1781 1510 1646 1781 1697 1510
Q Serve(g_s), s 7.9 6.0 0.1 2.9 2.6 11.6
Cycle Q Clear(g_c), s 7.9 6.0 0.1 2.9 2.6 11.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 501 424 192 739 626 557
V/C Ratio(X) 0.68 0.54 0.05 0.23 0.22 0.77
Avail Cap(c_a), veh/h 1962 1663 320 2289 1869 1663
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.8 14.1 20.6 8.8 10.0 12.9
Incr Delay (d2), s/veh 2.0 1.3 0.0 0.2 0.2 2.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 1.8 0.0 0.8 0.8 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.7 15.4 20.6 8.9 10.3 15.7
LnGrp LOS B B C A B B
Approach Vol, veh/h 570 180 570
Approach Delay, s/veh 16.2 9.6 14.3
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 24.2 22.1 6.2 18.0
Change Period (Y+Rc), s * 5 5.0 3.5 5.0
Max Green Setting (Gmax), s * 60 51.0 4.5 51.0
Max Q Clear Time (g_c+I1), s 4.9 13.6 2.1 9.9
Green Ext Time (p_c), s 0.8 3.5 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
32: LAMMERS RD & ELEVENTH ST. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 31
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 2580 60 230 840 10 200 150 140 20 200 40 Future Volume (veh/h) 120 2580 60 230 840 10 200 150 140 20 200 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 120 2580 0 230 840 0 200 150 0 20 200 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 295 2463 308 2538 346 536 196 381
Arrive On Green 0.09 0.51 0.00 0.09 0.52 0.00 0.11 0.16 0.00 0.06 0.11 0.00 Sat Flow, veh/h 3291 4863 1510 3291 4863 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 120 2580 0 230 840 0 200 150 0 20 200 0 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1646 1621 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 3.0 43.9 0.0 5.9 8.7 0.0 5.0 3.4 0.0 0.5 4.8 0.0 Cycle Q Clear(g_c), s 3.0 43.9 0.0 5.9 8.7 0.0 5.0 3.4 0.0 0.5 4.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 2463 308 2538 346 536 196 381 V/C Ratio(X) 0.41 1.05 0.75 0.33 0.58 0.28 0.10 0.52
Avail Cap(c_a), veh/h 342 2463 308 2538 384 1644 384 1644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.3 21.4 0.0 38.3 12.0 0.0 37.0 32.1 0.0 38.6 36.3 0.0 Incr Delay (d2), s/veh 0.3 32.1 0.0 8.6 0.2 0.0 0.8 0.4 0.0 0.2 1.1 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 1.2 21.2 0.0 2.6 2.7 0.0 2.0 1.4 0.0 0.2 2.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 53.5 0.0 46.9 12.1 0.0 37.8 32.5 0.0 38.8 37.4 0.0 LnGrp LOS D F D B D C D D
Approach Vol, veh/h 2700 A 1070 A 350 A 220 A
Approach Delay, s/veh 52.8 19.6 35.5 37.5
Approach LOS D B D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.5 47.9 12.5 13.8 11.2 49.2 8.6 17.7 Change Period (Y+Rc), s 6.5 6.1 5.5 6.1 5.5 6.1 5.5 6.1 Max Green Setting (Gmax), s 6.0 41.8 8.0 40.0 6.9 41.9 8.0 40.0 Max Q Clear Time (g_c+I1), s 7.9 45.9 7.0 6.8 5.0 10.7 2.5 5.4 Green Ext Time (p_c), s 0.0 0.0 0.1 0.8 0.0 9.1 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 42.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
33: LAMMERS RD & Capital Parks Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 490 1710 10 90 20 380 320 10 20 240 230 Future Volume (veh/h) 150 490 1710 10 90 20 380 320 10 20 240 230 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 150 490 1710 10 90 20 380 320 10 20 240 230 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 204 897 1305 245 515 618 545 879 491 204 1028 501 Arrive On Green 0.12 0.27 0.27 0.14 0.29 0.29 0.11 0.18 0.18 0.12 0.21 0.21 Sat Flow, veh/h 1697 3385 3442 1697 1781 1510 4784 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 150 490 1710 10 90 20 380 320 10 20 240 230 Grp Sat Flow(s),veh/h/ln1697 1692 1147 1697 1781 1510 1595 1621 1510 1697 1621 1510 Q Serve(g_s), s 7.1 10.3 22.0 0.4 3.1 0.7 6.3 4.8 0.4 0.9 3.4 10.0 Cycle Q Clear(g_c), s 7.1 10.3 22.0 0.4 3.1 0.7 6.3 4.8 0.4 0.9 3.4 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 897 1305 245 515 618 545 879 491 204 1028 501 V/C Ratio(X) 0.73 0.55 1.31 0.04 0.17 0.03 0.70 0.36 0.02 0.10 0.23 0.46 Avail Cap(c_a), veh/h 368 897 1305 511 580 673 1211 2403 964 204 1876 764 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 26.2 25.8 30.6 22.1 14.7 35.4 29.8 19.0 32.5 27.1 21.8 Incr Delay (d2), s/veh 7.1 0.7 145.2 0.0 0.1 0.0 1.6 0.3 0.0 0.3 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 4.0 25.1 0.2 1.3 0.2 2.4 1.8 0.1 0.4 1.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 26.9 171.0 30.6 22.2 14.7 37.0 30.1 19.0 32.8 27.3 22.6 LnGrp LOS D C F C C B D C B C C C
Approach Vol, veh/h 2350 120 710 490
Approach Delay, s/veh 132.7 21.6 33.6 25.3
Approach LOS F C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 28.0 13.5 23.5 16.0 30.0 16.0 21.0 Change Period (Y+Rc), s 6.0 * 6 4.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 25.0 * 22 21.0 32.0 18.0 27.0 10.0 41.0 Max Q Clear Time (g_c+I1), s 2.4 24.0 8.3 12.0 9.1 5.1 2.9 6.8 Green Ext Time (p_c), s 0.0 0.0 1.1 2.6 0.4 0.3 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 95.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
34: Lammers Rd & Pomontory Pkwy Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1230 340 100 80 130 40 540 180 80 1230 10 Future Volume (veh/h) 10 1230 340 100 80 130 40 540 180 80 1230 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 1230 340 100 80 130 40 540 180 80 1230 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 700 1355 759 122 202 179 174 1630 615 100 1420 1064 Arrive On Green 0.41 0.40 0.40 0.07 0.06 0.06 0.20 0.67 0.67 0.06 0.29 0.29 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 10 1230 340 100 80 130 40 540 180 80 1230 10 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 0.4 41.1 3.7 7.0 2.7 4.2 2.4 5.6 5.5 5.6 28.8 0.0 Cycle Q Clear(g_c), s 0.4 41.1 3.7 7.0 2.7 4.2 2.4 5.6 5.5 5.6 28.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 700 1355 759 122 202 179 174 1630 615 100 1420 1064 V/C Ratio(X) 0.01 0.91 0.45 0.82 0.40 0.73 0.23 0.33 0.29 0.80 0.87 0.01 Avail Cap(c_a), veh/h 700 1410 784 127 1551 781 174 1630 615 170 1540 1101 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) 0.49 0.49 0.49 0.91 0.91 0.91 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 33.9 9.1 54.9 54.4 22.0 43.8 14.1 11.3 55.7 40.3 5.3 Incr Delay (d2), s/veh 0.0 4.6 0.2 29.3 1.2 5.0 0.7 0.5 1.2 13.2 7.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 17.4 3.5 4.0 1.2 2.0 1.0 1.9 1.8 2.7 12.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.8 38.5 9.3 84.2 55.5 27.0 44.4 14.6 12.5 68.9 47.6 5.3 LnGrp LOS C D A F E C D B B E D A
Approach Vol, veh/h 1580 310 760 1320
Approach Delay, s/veh 32.1 52.8 15.7 48.5
Approach LOS C D B D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.1 44.2 12.7 52.0 16.3 39.0 53.5 11.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 33.0 9.0 50.0 7.0 38.0 4.0 55.0 Max Q Clear Time (g_c+I1), s 7.6 7.6 9.0 43.1 4.4 30.8 2.4 6.2 Green Ext Time (p_c), s 0.1 4.6 0.0 4.9 0.0 4.3 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
35: Lammers Rd & Crossroads Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 34
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 70 40 710 430 130 1530
Future Volume (veh/h) 70 40 710 430 130 1530
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 70 40 710 430 130 1530
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 110 98 3900 1211 497 3900
Arrive On Green 0.06 0.06 1.00 1.00 1.00 1.00
Sat Flow, veh/h 1697 1510 5024 1510 470 5024
Grp Volume(v), veh/h 70 40 710 430 130 1530
Grp Sat Flow(s),veh/h/ln1697 1510 1621 1510 470 1621
Q Serve(g_s), s 2.4 1.5 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.4 1.5 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 98 3900 1211 497 3900
V/C Ratio(X) 0.64 0.41 0.18 0.36 0.26 0.39
Avail Cap(c_a), veh/h 509 453 3900 1211 497 3900
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.93 0.93 0.60 0.60
Uniform Delay (d), s/veh 27.4 27.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 6.0 2.7 0.1 0.8 0.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.6 0.0 0.3 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 29.7 0.1 0.8 0.8 0.2
LnGrp LOS C C AAAA
Approach Vol, veh/h 110 1140 1660
Approach Delay, s/veh 32.0 0.3 0.2
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 52.1 52.1 7.9
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.0 34.0 18.0
Max Q Clear Time (g_c+I1), s 2.0 2.0 4.4
Green Ext Time (p_c), s 7.7 15.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 1.5
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
36: Lammers Rd & Redbridge Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 35
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 40 70 1090 50 140 1460
Future Volume (veh/h) 40 70 1090 50 140 1460
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 40 70 1090 50 140 1460
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 51 89 1422 441 710 3781
Arrive On Green 0.09 0.09 0.29 0.29 0.84 1.00
Sat Flow, veh/h 567 993 5024 1510 1697 5024
Grp Volume(v), veh/h 111 0 1090 50 140 1460
Grp Sat Flow(s),veh/h/ln1574 0 1621 1510 1697 1621
Q Serve(g_s), s 4.1 0.0 12.3 1.5 1.0 0.0
Cycle Q Clear(g_c), s 4.1 0.0 12.3 1.5 1.0 0.0
Prop In Lane 0.36 0.63 1.00 1.00
Lane Grp Cap(c), veh/h 140 0 1422 441 710 3781
V/C Ratio(X) 0.79 0.00 0.77 0.11 0.20 0.39
Avail Cap(c_a), veh/h 472 0 1621 503 710 3781
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.81 0.81 0.92 0.92
Uniform Delay (d), s/veh 26.8 0.0 19.4 15.5 2.9 0.0
Incr Delay (d2), s/veh 9.5 0.0 3.3 0.4 0.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 4.3 0.5 0.3 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.3 0.0 22.6 16.0 3.0 0.3
LnGrp LOS D A C B A A
Approach Vol, veh/h 111 1140 1600
Approach Delay, s/veh 36.3 22.3 0.5
Approach LOS D C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 29.1 21.5 50.7 9.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 20.0 34.0 18.0
Max Q Clear Time (g_c+I1), s 3.0 14.3 2.0 6.1
Green Ext Time (p_c), s 0.2 3.3 12.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
37: Lammers Road & Old Schulte Road Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 36
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 610 610 20 540 1430 170
Future Volume (veh/h) 610 610 20 540 1430 170
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 610 610 20 540 1430 170
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 705 627 229 2245 1608 499
Arrive On Green 0.42 0.42 0.07 0.46 0.33 0.33
Sat Flow, veh/h 1697 1510 3291 5024 5024 1510
Grp Volume(v), veh/h 610 610 20 540 1430 170
Grp Sat Flow(s),veh/h/ln1697 1510 1646 1621 1621 1510
Q Serve(g_s), s 21.3 25.8 0.4 4.4 18.1 5.5
Cycle Q Clear(g_c), s 21.3 25.8 0.4 4.4 18.1 5.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 705 627 229 2245 1608 499
V/C Ratio(X) 0.87 0.97 0.09 0.24 0.89 0.34
Avail Cap(c_a), veh/h 705 627 229 2245 1646 511
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.99 0.99 0.93 0.93
Uniform Delay (d), s/veh 17.3 18.6 28.3 10.6 20.6 16.4
Incr Delay (d2), s/veh 11.0 29.1 0.2 0.3 7.3 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 8.8 22.5 0.1 1.3 6.9 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.3 47.7 28.5 10.9 27.9 18.1
LnGrp LOS C D C B C B
Approach Vol, veh/h 1220 560 1600
Approach Delay, s/veh 38.0 11.5 26.9
Approach LOS D B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 34.0 31.0 8.5 25.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 30.0 27.0 4.0 22.0
Max Q Clear Time (g_c+I1), s 6.4 27.8 2.4 20.1
Green Ext Time (p_c), s 2.4 0.0 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
38: Lammers Road & Western Pacific Way Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 37
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 50 10 550 70 20 2010
Future Volume (veh/h) 50 10 550 70 20 2010
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 50 10 550 70 20 2010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 64 13 786 244 1117 4204
Arrive On Green 0.05 0.05 0.16 0.16 0.66 0.86
Sat Flow, veh/h 1364 273 5024 1510 1697 5024
Grp Volume(v), veh/h 61 0 550 70 20 2010
Grp Sat Flow(s),veh/h/ln1664 0 1621 1510 1697 1621
Q Serve(g_s), s 3.3 0.0 9.6 3.7 0.4 8.6
Cycle Q Clear(g_c), s 3.3 0.0 9.6 3.7 0.4 8.6
Prop In Lane 0.82 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 78 0 786 244 1117 4204
V/C Ratio(X) 0.78 0.00 0.70 0.29 0.02 0.48
Avail Cap(c_a), veh/h 351 0 2810 872 1117 4204
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.88 0.88 0.58 0.58
Uniform Delay (d), s/veh 42.4 0.0 35.7 33.2 5.3 1.4
Incr Delay (d2), s/veh 15.7 0.0 4.5 2.6 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.0 3.9 1.5 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.1 0.0 40.2 35.8 5.3 1.6
LnGrp LOS E A D D A A
Approach Vol, veh/h 61 620 2030
Approach Delay, s/veh 58.1 39.7 1.7
Approach LOS E D A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 63.2 18.5 81.8 8.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 52.0 63.0 19.0
Max Q Clear Time (g_c+I1), s 2.4 11.6 10.6 5.3
Green Ext Time (p_c), s 0.0 2.9 16.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
39: Lammers Road & Valpico Road Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 580 10 10 120 10 10 580 10 300 1760 10 Future Volume (veh/h) 40 580 10 10 120 10 10 580 10 300 1760 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 580 10 10 120 10 10 580 10 300 1760 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 443 564 705 56 158 699 255 692 265 635 1783 948 Arrive On Green 0.26 0.32 0.32 0.03 0.09 0.09 0.30 0.28 0.28 0.37 0.37 0.37 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 4863 1510 1697 4863 1510 Grp Volume(v), veh/h 40 580 10 10 120 10 10 580 10 300 1760 10 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1621 1510 1697 1621 1510 Q Serve(g_s), s 2.1 38.0 0.1 0.7 7.9 0.0 0.5 13.4 0.2 16.1 43.1 0.0 Cycle Q Clear(g_c), s 2.1 38.0 0.1 0.7 7.9 0.0 0.5 13.4 0.2 16.1 43.1 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 443 564 705 56 158 699 255 692 265 635 1783 948 V/C Ratio(X) 0.09 1.03 0.01 0.18 0.76 0.01 0.04 0.84 0.04 0.47 0.99 0.01 Avail Cap(c_a), veh/h 443 564 705 254 727 1182 255 892 327 635 1783 948 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 0.98 0.98 0.98 0.99 0.99 0.99 0.87 0.87 0.87 Uniform Delay (d), s/veh 33.5 41.0 9.9 56.4 53.4 17.4 35.9 41.6 14.5 28.5 37.7 8.4 Incr Delay (d2), s/veh 0.1 45.3 0.0 1.4 7.2 0.0 0.1 11.5 0.3 0.5 17.0 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 0.9 23.5 0.1 0.3 3.9 0.2 0.2 5.3 0.1 6.6 19.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.6 86.3 9.9 57.9 60.6 17.4 35.9 53.1 14.8 29.0 54.8 8.4 LnGrp LOS C F AEEBDDBCDA
Approach Vol, veh/h 630 140 600 2070
Approach Delay, s/veh 81.7 57.3 52.2 50.8
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 48.9 21.1 8.0 42.0 22.0 48.0 35.4 14.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 26.0 22.0 18.0 38.0 4.0 44.0 7.0 49.0 Max Q Clear Time (g_c+I1), s 18.1 15.4 2.7 40.0 2.5 45.1 4.1 9.9 Green Ext Time (p_c), s 0.8 1.6 0.0 0.0 0.0 0.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 57.0
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
40: Lammers Road/Lammers Rd & Samuel James Way Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 39
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 10 580 10 230 1530
Future Volume (veh/h) 10 10 580 10 230 1530
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 10 580 10 230 1530
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 15 15 945 293 994 4119
Arrive On Green 0.02 0.02 0.19 0.19 1.00 1.00
Sat Flow, veh/h 765 765 5024 1510 1697 5024
Grp Volume(v), veh/h 21 0 580 10 230 1530
Grp Sat Flow(s),veh/h/ln1606 0 1621 1510 1697 1621
Q Serve(g_s), s 0.8 0.0 6.5 0.3 0.0 0.0
Cycle Q Clear(g_c), s 0.8 0.0 6.5 0.3 0.0 0.0
Prop In Lane 0.48 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 32 0 945 293 994 4119
V/C Ratio(X) 0.66 0.00 0.61 0.03 0.23 0.37
Avail Cap(c_a), veh/h 134 0 1864 579 994 4119
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.53 0.53
Uniform Delay (d), s/veh 29.2 0.0 22.1 12.9 0.0 0.0
Incr Delay (d2), s/veh 21.3 0.0 3.0 0.2 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.0 2.4 0.1 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.5 0.0 25.1 13.1 0.1 0.1
LnGrp LOS D A C B A A
Approach Vol, veh/h 21 590 1760
Approach Delay, s/veh 50.5 24.9 0.1
Approach LOS D C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 39.2 15.7 54.8 5.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 23.0 47.0 5.0
Max Q Clear Time (g_c+I1), s 2.0 8.5 2.0 2.8
Green Ext Time (p_c), s 0.6 3.1 14.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
41: Lammers Road/Lammers Rd & Hansen Rd/Ellis Town Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 190 450 10 40 60 80 530 40 260 1270 10 Future Volume (veh/h) 10 190 450 10 40 60 80 530 40 260 1270 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 190 450 10 40 60 80 530 40 260 1270 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 388 490 415 17 100 85 335 1642 510 301 1580 12 Arrive On Green 0.23 0.28 0.28 0.01 0.06 0.06 0.20 0.34 0.34 0.18 0.32 0.32 Sat Flow, veh/h 1697 1781 1510 1697 1781 1510 1697 4863 1510 1697 4977 39 Grp Volume(v), veh/h 10 190 450 10 40 60 80 530 40 260 827 453 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1510 1697 1621 1510 1697 1621 1774 Q Serve(g_s), s 0.4 6.9 22.0 0.5 1.7 2.2 3.2 6.5 1.2 11.9 18.7 18.7 Cycle Q Clear(g_c), s 0.4 6.9 22.0 0.5 1.7 2.2 3.2 6.5 1.2 11.9 18.7 18.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 388 490 415 17 100 85 335 1642 510 301 1029 563 V/C Ratio(X) 0.03 0.39 1.08 0.59 0.40 0.71 0.24 0.32 0.08 0.86 0.80 0.80 Avail Cap(c_a), veh/h 388 490 415 85 490 415 335 1642 510 403 1175 643 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 23.5 29.0 39.4 36.4 18.5 27.0 19.7 12.5 32.0 25.0 25.0 Incr Delay (d2), s/veh 0.0 0.5 68.6 28.8 2.6 10.2 0.4 0.5 0.3 13.7 6.7 11.6 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 0.1 2.9 15.5 0.3 0.8 1.4 1.2 2.3 0.5 5.7 7.4 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 24.0 97.6 68.2 39.0 28.7 27.4 20.2 12.8 45.7 31.7 36.6 LnGrp LOS C C F E DCCCBDCD
Approach Vol, veh/h 650 110 650 1540
Approach Delay, s/veh 75.0 36.0 20.6 35.5
Approach LOS E D C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.2 31.0 4.8 26.0 19.8 29.4 22.3 8.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 19.0 19.0 4.0 22.0 9.0 29.0 4.0 22.0 Max Q Clear Time (g_c+I1), s 13.9 8.5 2.5 24.0 5.2 20.7 2.4 4.2 Green Ext Time (p_c), s 0.3 2.5 0.0 0.0 0.0 4.7 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
42: Sandhu Access & Linne Rd Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 41
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1170 10 10 330 10 10
Future Volume (veh/h) 1170 10 10 330 10 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 1170 10 10 330 10 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1367 610 17 1628 654 582
Arrive On Green 0.40 0.40 0.01 0.48 0.39 0.39
Sat Flow, veh/h 3474 1510 1697 3474 1697 1510
Grp Volume(v), veh/h 1170 10 10 330 10 10
Grp Sat Flow(s),veh/h/ln1692 1510 1697 1692 1697 1510
Q Serve(g_s), s 18.9 0.2 0.4 3.4 0.2 0.2
Cycle Q Clear(g_c), s 18.9 0.2 0.4 3.4 0.2 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1367 610 17 1628 654 582
V/C Ratio(X) 0.86 0.02 0.58 0.20 0.02 0.02
Avail Cap(c_a), veh/h 1467 654 113 1918 654 582
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.48 0.48 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.3 10.7 29.6 9.0 11.4 11.4
Incr Delay (d2), s/veh 2.5 0.0 26.7 0.1 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.8 0.1 0.3 1.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 10.7 56.2 9.0 11.4 11.4
LnGrp LOS B BEABB
Approach Vol, veh/h 1180 340 20
Approach Delay, s/veh 18.7 10.4 11.4
Approach LOS B B B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 27.1 4.6 28.2 32.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 4.0 26.0 34.0
Max Q Clear Time (g_c+I1), s 2.2 2.4 20.9 5.4
Green Ext Time (p_c), s 0.0 0.0 3.3 2.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
43: Lammers Road/Lammers Rd & Linne Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 42
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 240 90 560 920 260 1470
Future Volume (veh/h) 240 90 560 920 260 1470
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 220 111 560 920 260 1470
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 337 150 2961 919 292 3992
Arrive On Green 0.10 0.10 0.61 0.61 0.17 0.82
Sat Flow, veh/h 3393 1510 5024 1510 1697 5024
Grp Volume(v), veh/h 220 111 560 920 260 1470
Grp Sat Flow(s),veh/h/ln1697 1510 1621 1510 1697 1621
Q Serve(g_s), s 6.2 7.1 5.1 60.9 15.0 7.8
Cycle Q Clear(g_c), s 6.2 7.1 5.1 60.9 15.0 7.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 337 150 2961 919 292 3992
V/C Ratio(X) 0.65 0.74 0.19 1.00 0.89 0.37
Avail Cap(c_a), veh/h 611 272 2961 919 339 3992
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.78 0.78 0.81 0.81
Uniform Delay (d), s/veh 43.4 43.8 8.6 19.6 40.5 2.3
Incr Delay (d2), s/veh 2.1 6.9 0.1 26.4 18.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 2.9 1.6 24.0 7.5 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 50.7 8.8 46.0 59.3 2.5
LnGrp LOS D D A F E A
Approach Vol, veh/h 331 1480 1730
Approach Delay, s/veh 47.3 31.9 11.0
Approach LOS D C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 21.2 64.9 86.1 13.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 50.0 74.0 18.0
Max Q Clear Time (g_c+I1), s 17.0 62.9 9.8 9.1
Green Ext Time (p_c), s 0.2 0.0 14.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
44: Lammers Rd & Tracy Hills Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 43
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 20 100 10 270 80 1170 160 630 890 190 Future Volume (veh/h) 40 10 20 100 10 270 80 1170 160 630 890 190 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 10 20 100 10 270 80 1170 160 630 890 190 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 50 65 145 123 142 1193 101 1273 678 1215 2322 1080 Arrive On Green 0.03 0.04 0.04 0.07 0.08 0.08 0.06 0.38 0.38 0.37 0.69 0.69 Sat Flow, veh/h 1697 1781 1510 1697 1781 2657 1697 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 40 10 20 100 10 270 80 1170 160 630 890 190 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 1781 1329 1697 1692 1510 1646 1692 1510 Q Serve(g_s), s 2.6 0.6 1.1 6.4 0.6 0.8 5.1 36.3 0.0 16.4 12.3 4.5 Cycle Q Clear(g_c), s 2.6 0.6 1.1 6.4 0.6 0.8 5.1 36.3 0.0 16.4 12.3 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 50 65 145 123 142 1193 101 1273 678 1215 2322 1080 V/C Ratio(X) 0.80 0.15 0.14 0.81 0.07 0.23 0.79 0.92 0.24 0.52 0.38 0.18 Avail Cap(c_a), veh/h 108 292 337 139 324 1464 170 1323 700 1215 2322 1080 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.91 0.91 0.91 Uniform Delay (d), s/veh 53.1 51.4 29.7 50.2 46.8 10.7 51.1 32.7 18.7 27.1 7.4 5.1 Incr Delay (d2), s/veh 24.6 1.1 0.4 26.6 0.2 0.1 11.3 10.7 0.7 0.4 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.3 0.5 3.6 0.3 1.5 2.4 15.7 2.6 6.2 3.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.7 52.5 30.2 76.9 47.1 10.8 62.4 43.4 19.4 27.4 7.8 5.4 LnGrp LOS E D C E D B E D B C A A
Approach Vol, veh/h 70 380 1410 1710
Approach Delay, s/veh 60.5 29.1 41.7 14.8
Approach LOS E C D B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 44.6 45.4 12.0 8.0 10.5 79.5 7.2 12.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 24.0 43.0 9.0 18.0 11.0 56.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 18.4 38.3 8.4 3.1 7.1 14.3 4.6 2.8 Green Ext Time (p_c), s 1.2 3.1 0.0 0.0 0.0 7.6 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
45: Lammers Rd & I-580 WB On-Ramp/I-580 WB Off-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 44
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 30 0 220 50 1180 0 0 810 200 Future Volume (veh/h) 0 0 0 30 0 220 50 1180 0 0 810 200 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 30 0 220 50 1180 0 0 810 200
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 281 0 250 746 2599 0 0 999 784
Arrive On Green 0.17 0.00 0.17 0.44 0.77 0.00 0.00 0.30 0.30 Sat Flow, veh/h 1697 0 1510 1697 3474 0 0 3474 2657
Grp Volume(v), veh/h 30 0 220 50 1180 0 0 810 200
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1697 1692 0 0 1692 1329 Q Serve(g_s), s 1.8 0.0 17.1 2.0 14.9 0.0 0.0 26.6 6.9
Cycle Q Clear(g_c), s 1.8 0.0 17.1 2.0 14.9 0.0 0.0 26.6 6.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 281 0 250 746 2599 0 0 999 784
V/C Ratio(X) 0.11 0.00 0.88 0.07 0.45 0.00 0.00 0.81 0.26 Avail Cap(c_a), veh/h 481 0 428 746 2599 0 0 1721 1351
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 0.67 0.67 0.00 0.00 0.92 0.92 Uniform Delay (d), s/veh 42.6 0.0 48.9 19.4 5.0 0.0 0.0 39.2 32.2 Incr Delay (d2), s/veh 0.2 0.0 10.6 0.0 0.4 0.0 0.0 6.6 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 %ile BackOfQ(50%),veh/ln 0.8 0.0 7.2 0.8 3.9 0.0 0.0 11.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 0.0 59.6 19.4 5.3 0.0 0.0 45.8 33.0 LnGrp LOS D AEBAAADC
Approach Vol, veh/h 250 1230 1010
Approach Delay, s/veh 57.6 5.9 43.3
Approach LOS E A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 96.2 56.8 39.4 23.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 78.0 13.0 61.0 34.0
Max Q Clear Time (g_c+I1), s 16.9 4.0 28.6 19.1
Green Ext Time (p_c), s 10.6 0.0 6.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
46: Lammers Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1060 0 110 0000 1 8 0 1 0 3 0 0 5 4 00 Future Volume (veh/h) 1060 0 110 0000 1 8 0 1 0 3 0 0 5 4 00 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 1060 0 110 0 180 10 300 540 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 1386 0 617 0 363 20 369 1409 0
Arrive On Green 0.41 0.00 0.41 0.00 0.11 0.11 0.22 0.42 0.00 Sat Flow, veh/h 3393 0 1510 0 3350 180 1697 3474 0
Grp Volume(v), veh/h 1060 0 110 0 93 97 300 540 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1749 1697 1692 0 Q Serve(g_s), s 12.3 0.0 2.1 0.0 2.4 2.4 7.7 5.1 0.0
Cycle Q Clear(g_c), s 12.3 0.0 2.1 0.0 2.4 2.4 7.7 5.1 0.0 Prop In Lane 1.00 1.00 0.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 1386 0 617 0 188 195 369 1409 0
V/C Ratio(X) 0.76 0.00 0.18 0.00 0.49 0.50 0.81 0.38 0.00 Avail Cap(c_a), veh/h 2156 0 959 0 667 690 595 2818 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.6 0.0 8.6 0.0 19.1 19.1 17.0 9.3 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.1 0.0 2.0 2.0 4.5 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 3.7 0.0 0.6 0.0 0.9 0.9 2.8 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.5 0.0 8.7 0.0 21.1 21.1 21.5 9.4 0.0 LnGrp LOS B A A A C C C A A
Approach Vol, veh/h 1170 190 840
Approach Delay, s/veh 12.2 21.1 13.7
Approach LOS B C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.9 9.1 22.6 23.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 16.0 18.0 29.0 38.0
Max Q Clear Time (g_c+I1), s 9.7 4.4 14.3 7.1
Green Ext Time (p_c), s 0.5 0.7 4.4 3.5
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
47: Naglee Rd & Middle Rd Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 46
Intersection
Int Delay, s/veh 7.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 210 40 20 10 10
Future Vol, veh/h 10 210 40 20 10 10
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 10 210 40 20 10 10

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 115 15 20 0 - 0
Stage 1 15 -----
Stage 2 100 -----
Critical Hdwy 6.48 6.28 4.18 - - -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 2.272 - - -
Pot Cap-1 Maneuver 867 1047 1558 - - -
Stage 1 992 -----
Stage 2 909 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 844 1047 1558 - - -
Mov Cap-2 Maneuver 844 -----
Stage 1 966 -----
Stage 2 909 -----

Approach EB NB SB
HCM Control Delay, s 9.4 4.9 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1558 - 1036 - -
HCM Lane V/C Ratio 0.026 - 0.212 - -
HCM Control Delay (s) 7.4 0 9.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.8 - -
Tracy Transportation Master Plan Update Future 2042
48: Naglee Rd & Auto Plaza Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 290 770 10 30 240 10 10 170 490 10 10 10 Future Volume (veh/h) 290 770 10 30 240 10 10 170 490 10 10 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 290 770 10 30 240 10 10 170 490 10 10 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 348 1060 488 89 458 220 18 1160 558 18 1160 827 Arrive On Green 0.20 0.31 0.31 0.03 0.14 0.14 0.01 0.34 0.34 0.01 0.34 0.34 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 290 770 10 30 240 10 10 170 490 10 10 10 Grp Sat Flow(s),veh/h/ln 1697 1692 1510 1646 1692 1510 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 8.5 10.5 0.2 0.5 3.4 0.3 0.3 1.8 15.8 0.3 0.1 0.2 Cycle Q Clear(g_c), s 8.5 10.5 0.2 0.5 3.4 0.3 0.3 1.8 15.8 0.3 0.1 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 348 1060 488 89 458 220 18 1160 558 18 1160 827 V/C Ratio(X) 0.83 0.73 0.02 0.34 0.52 0.05 0.57 0.15 0.88 0.57 0.01 0.01 Avail Cap(c_a), veh/h 456 1493 682 568 1168 537 130 1168 562 130 1168 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 15.9 12.0 24.9 21.0 19.2 25.7 11.9 15.3 25.7 11.3 5.4 Incr Delay (d2), s/veh 9.9 1.1 0.0 2.2 0.9 0.1 25.9 0.1 14.6 25.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 3.6 0.1 0.2 1.3 0.1 0.2 0.6 6.6 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 17.0 12.0 27.1 21.9 19.2 51.6 11.9 30.0 51.6 11.3 5.4 LnGrp LOS C B B C C B D B C D B A
Approach Vol, veh/h 1070 280 670 30
Approach Delay, s/veh 20.4 22.4 25.7 22.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.5 21.9 5.4 20.3 4.5 21.9 14.7 11.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 18.0 9.0 23.0 4.0 18.0 14.0 18.0 Max Q Clear Time (g_c+I1), s 2.3 17.8 2.5 12.5 2.3 2.2 10.5 5.4 Green Ext Time (p_c), s 0.0 0.1 0.0 3.8 0.0 0.0 0.3 1.1 Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
49: I-205 WB Ramps/Pavilion Pkwy & Naglee Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 48
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 120 830 120 20 10 140 500 10 70 50 20 Future Volume (veh/h) 40 120 830 120 20 10 140 500 10 70 50 20 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 120 830 120 20 10 140 500 10 70 50 20 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 89 1505 762 104 1594 689 274 552 568 74 528 503 Arrive On Green 0.03 0.44 0.44 0.06 0.48 0.47 0.06 0.31 0.31 0.04 0.30 0.30 Sat Flow, veh/h 3291 3385 1510 1697 3327 1438 4784 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 40 120 830 120 19 11 140 500 10 70 50 20 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1697 1621 1523 1595 1781 1510 1697 1781 1510 Q Serve(g_s), s 1.4 2.3 50.7 7.0 0.4 0.4 3.2 30.7 0.5 4.7 2.3 1.0 Cycle Q Clear(g_c), s 1.4 2.3 50.7 7.0 0.4 0.4 3.2 30.7 0.5 4.7 2.3 1.0 Prop In Lane 1.00 1.00 1.00 0.94 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 89 1505 762 104 1553 729 274 552 568 74 528 503 V/C Ratio(X) 0.45 0.08 1.09 1.15 0.01 0.01 0.51 0.91 0.02 0.94 0.09 0.04 Avail Cap(c_a), veh/h 124 1505 762 104 1553 729 1469 645 647 74 528 503 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 54.6 18.2 28.2 53.5 15.6 15.8 52.2 37.8 22.3 54.4 29.0 25.7 Incr Delay (d2), s/veh 3.5 0.0 59.8 134.9 0.0 0.0 1.8 15.0 0.0 84.0 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 0.6 0.9 32.0 6.9 0.1 0.1 1.3 15.3 0.2 3.7 1.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.2 18.3 88.0 188.4 15.6 15.8 54.0 52.8 22.3 138.4 29.1 25.7 LnGrp LOS E B F F B B D D C F C C
Approach Vol, veh/h 990 150 650 140
Approach Delay, s/veh 78.3 153.9 52.5 83.3
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 54.7 10.5 37.8 7.1 58.6 9.0 39.3 Change Period (Y+Rc), s * 4.7 4.9 4.6 5.3 * 4.2 4.9 * 4.2 5.3 Max Green Setting (Gmax), s * 6.3 49.8 34.4 10.0 * 4.1 52.5 * 4.8 40.0 Max Q Clear Time (g_c+I1), s 9.0 52.7 5.2 4.3 3.4 2.4 6.7 32.7 Green Ext Time (p_c), s 0.0 0.0 0.8 0.1 0.0 0.1 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 75.9
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
50: Shopping Center & Naglee Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 49
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 950 50 80 130 40 20 10 10 40 10 110 Future Volume (veh/h) 60 950 50 80 130 40 20 10 10 40 10 110 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 60 950 50 80 130 40 20 10 10 40 10 110 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 226 1660 87 167 1187 339 64 152 152 110 380 322 Arrive On Green 0.13 0.35 0.35 0.10 0.32 0.32 0.04 0.19 0.19 0.06 0.21 0.21 Sat Flow, veh/h 1697 4730 249 1697 3759 1072 1697 817 817 1697 1781 1510 Grp Volume(v), veh/h 60 651 349 80 111 59 20 0 20 40 10 110 Grp Sat Flow(s),veh/h/ln1697 1621 1737 1697 1621 1588 1697 0 1634 1697 1781 1510 Q Serve(g_s), s 1.9 9.8 9.8 2.7 1.5 1.6 0.7 0.0 0.6 1.4 0.3 3.7 Cycle Q Clear(g_c), s 1.9 9.8 9.8 2.7 1.5 1.6 0.7 0.0 0.6 1.4 0.3 3.7 Prop In Lane 1.00 0.14 1.00 0.67 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 226 1138 609 167 1024 502 64 0 304 110 380 322 V/C Ratio(X) 0.27 0.57 0.57 0.48 0.11 0.12 0.31 0.00 0.07 0.36 0.03 0.34 Avail Cap(c_a), veh/h 382 2404 1288 467 2566 1257 269 0 831 297 935 792 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 23.4 15.8 15.8 25.6 14.5 14.6 28.1 0.0 20.1 26.9 18.7 20.0 Incr Delay (d2), s/veh 0.2 0.5 1.0 0.8 0.1 0.1 1.0 0.0 0.0 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.2 3.6 1.0 0.5 0.5 0.3 0.0 0.2 0.5 0.1 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 16.4 16.9 26.4 14.6 14.7 29.1 0.0 20.2 27.6 18.7 20.3 LnGrp LOS C B B C B B C A C C B C
Approach Vol, veh/h 1060 250 40 160
Approach Delay, s/veh 16.9 18.4 24.6 22.0
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.4 25.6 6.8 17.3 12.5 23.4 8.4 15.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 44.5 9.5 31.5 13.5 47.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 4.7 11.8 2.7 5.7 3.9 3.6 3.4 2.6 Green Ext Time (p_c), s 0.0 9.2 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
51: I-205 WB On Ramp/Naglee Rd & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 50
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 610 180 0 680 960 0 0 0 80 30 140 Future Volume (veh/h) 50 610 180 0 680 960 0 0 0 80 30 140 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 1781 1781 1781 0 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 610 180 0 680 0 55 65 140
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88088 888
Cap, veh/h 202 2061 919 0 2087 292 306 370
Arrive On Green 0.06 0.61 0.61 0.00 0.43 0.00 0.17 0.17 0.17 Sat Flow, veh/h 3291 3385 1510 0 5024 1510 1697 1781 1510 Grp Volume(v), veh/h 50 610 180 0 680 0 55 65 140
Grp Sat Flow(s),veh/h/ln1646 1692 1510 0 1621 1510 1697 1781 1510 Q Serve(g_s), s 0.5 2.9 1.8 0.0 3.1 0.0 0.9 1.1 2.6
Cycle Q Clear(g_c), s 0.5 2.9 1.8 0.0 3.1 0.0 0.9 1.1 2.6 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 202 2061 919 0 2087 292 306 370
V/C Ratio(X) 0.25 0.30 0.20 0.00 0.33 0.19 0.21 0.38
Avail Cap(c_a), veh/h 585 5011 2235 0 5759 3144 3302 2909 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 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 3.2 2.9 0.0 6.4 0.0 12.0 12.0 10.6 Incr Delay (d2), s/veh 0.6 0.2 0.3 0.0 0.2 0.0 0.3 0.3 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 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.0 0.6 0.0 0.3 0.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 3.3 3.2 0.0 6.6 0.0 12.3 12.4 11.2 LnGrp LOS B AAAA BBB
Approach Vol, veh/h 840 680 A 260
Approach Delay, s/veh 4.1 6.6 11.7
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 24.6 9.2 6.1 18.5
Change Period (Y+Rc), s 5.3 4.0 * 4.2 5.3
Max Green Setting (Gmax), s 48.7 62.0 * 5.8 38.7
Max Q Clear Time (g_c+I1), s 4.9 4.6 2.5 5.1
Green Ext Time (p_c), s 10.1 1.1 0.0 8.1
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
52: I-205 EAST OFF RAMP/I-205 EAST & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 52
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 670 0 0 1030 10 610 0 2610 0 0 0 Future Volume (veh/h) 10 670 0 0 1030 10 610 0 2610 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 1781 1781 0 0 1781 1781 1781 0 1781 Adj Flow Rate, veh/h 10 670 0 0 1030 0 610 0 2610
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 80088808
Cap, veh/h 31 881 0 0 1007 1140 0 1014
Arrive On Green 0.02 0.26 0.00 0.00 0.21 0.00 0.67 0.00 0.67 Sat Flow, veh/h 1697 3474 0 0 5024 1510 1697 0 1510
Grp Volume(v), veh/h 10 670 0 0 1030 0 610 0 2610
Grp Sat Flow(s),veh/h/ln1697 1692 0 0 1621 1510 1697 0 1510 Q Serve(g_s), s 0.7 21.0 0.0 0.0 23.8 0.0 21.2 0.0 77.2 Cycle Q Clear(g_c), s 0.7 21.0 0.0 0.0 23.8 0.0 21.2 0.0 77.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 31 881 0 0 1007 1140 0 1014
V/C Ratio(X) 0.32 0.76 0.00 0.00 1.02 0.54 0.00 2.57
Avail Cap(c_a), veh/h 106 1031 0 0 1007 1140 0 1014
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 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.7 39.2 0.0 0.0 45.6 0.0 9.7 0.0 18.9 Incr Delay (d2), s/veh 15.5 3.2 0.0 0.0 34.2 0.0 0.5 0.0 710.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 8.9 0.0 0.0 12.5 0.0 7.4 0.0 223.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 42.4 0.0 0.0 79.8 0.0 10.2 0.0 729.8 LnGrp LOS E D A A F B A F
Approach Vol, veh/h 680 1030 A 3220
Approach Delay, s/veh 42.9 79.8 593.4
Approach LOS D E F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 33.9 6.1 27.8 81.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3 4.0
Max Green Setting (Gmax), s 33.7 * 7 22.5 77.0
Max Q Clear Time (g_c+I1), s 23.0 2.7 25.8 79.2
Green Ext Time (p_c), s 3.3 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 410.2
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Tracy Transportation Master Plan Update Future 2042
53: Crossroads Dr & Eleventh St Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 53
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 2680 270 260 1020 30 60 10 20 20 30 40 Future Volume (veh/h) 20 2680 270 260 1020 30 60 10 20 20 30 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 2680 270 260 1020 30 60 10 20 20 30 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 58 2295 713 226 2777 862 112 267 226 58 82 109 Arrive On Green 0.03 0.47 0.47 0.13 0.57 0.57 0.07 0.15 0.15 0.03 0.12 0.12 Sat Flow, veh/h 1697 4863 1510 1697 4863 1510 1697 1781 1510 1697 692 923 Grp Volume(v), veh/h 20 2680 270 260 1020 30 60 10 20 20 0 70 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1697 1621 1510 1697 1781 1510 1697 0 1615 Q Serve(g_s), s 1.1 46.0 11.2 13.0 11.1 0.8 3.3 0.5 1.1 1.1 0.0 3.9 Cycle Q Clear(g_c), s 1.1 46.0 11.2 13.0 11.1 0.8 3.3 0.5 1.1 1.1 0.0 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.57
Lane Grp Cap(c), veh/h 58 2295 713 226 2777 862 112 267 226 58 0 191 V/C Ratio(X) 0.34 1.17 0.38 1.15 0.37 0.03 0.54 0.04 0.09 0.34 0.00 0.37 Avail Cap(c_a), veh/h 148 2295 713 226 2777 862 148 585 496 148 0 530 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 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.0 25.7 16.5 42.2 11.3 9.1 44.1 35.4 35.7 46.0 0.0 39.6 Incr Delay (d2), s/veh 1.3 80.5 0.5 105.8 0.1 0.0 1.5 0.1 0.2 1.3 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 32.6 3.8 11.8 3.5 0.3 1.4 0.2 0.4 0.5 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.3 106.2 17.0 148.1 11.5 9.2 45.6 35.5 35.9 47.3 0.0 40.5 LnGrp LOS D F B F B A DDDDAD
Approach Vol, veh/h 2970 1310 90 90
Approach Delay, s/veh 97.7 38.5 42.3 42.0
Approach LOS F D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 51.5 11.4 16.5 8.3 61.2 8.3 19.6 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 13.0 46.0 8.5 32.0 8.5 50.5 8.5 32.0 Max Q Clear Time (g_c+I1), s 15.0 48.0 5.3 5.9 3.1 13.1 3.1 3.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 11.8 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 78.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
54: Cross Roads Dr & Pomontory Pkwy/New Schulte Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 54
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 320 880 240 10 260 10 30 40 320 270 160 70 Future Volume (veh/h) 320 880 240 10 260 10 30 40 320 270 160 70 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 320 880 240 10 260 10 30 40 320 270 160 70 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 359 1002 273 17 598 23 41 40 317 308 693 588 Arrive On Green 0.21 0.38 0.38 0.01 0.18 0.18 0.02 0.23 0.23 0.18 0.39 0.39 Sat Flow, veh/h 1697 2629 716 1697 3323 127 1697 171 1365 1697 1781 1510 Grp Volume(v), veh/h 320 566 554 10 132 138 30 0 360 270 160 70 Grp Sat Flow(s),veh/h/ln1697 1692 1653 1697 1692 1759 1697 0 1536 1697 1781 1510 Q Serve(g_s), s 15.0 25.5 25.5 0.5 5.7 5.7 1.4 0.0 19.0 12.7 4.9 2.4 Cycle Q Clear(g_c), s 15.0 25.5 25.5 0.5 5.7 5.7 1.4 0.0 19.0 12.7 4.9 2.4 Prop In Lane 1.00 0.43 1.00 0.07 1.00 0.89 1.00 1.00
Lane Grp Cap(c), veh/h 359 645 630 17 304 316 41 0 356 308 693 588 V/C Ratio(X) 0.89 0.88 0.88 0.59 0.43 0.44 0.73 0.00 1.01 0.88 0.23 0.12 Avail Cap(c_a), veh/h 415 703 686 83 372 387 104 0 356 352 693 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 31.4 23.6 23.6 40.4 29.9 29.9 39.7 0.0 31.4 32.6 16.8 16.0 Incr Delay (d2), s/veh 19.2 11.5 11.9 29.0 1.0 0.9 21.9 0.0 50.2 19.6 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 11.4 11.2 0.3 2.3 2.4 0.8 0.0 11.6 6.7 1.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.6 35.1 35.5 69.4 30.8 30.8 61.6 0.0 81.6 52.2 16.9 16.1 LnGrp LOS D D D E C C E A F D B B
Approach Vol, veh/h 1440 280 390 500
Approach Delay, s/veh 38.7 32.2 80.1 35.9
Approach LOS D C F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.8 23.0 4.8 35.2 6.0 35.9 21.3 18.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 19.0 4.0 34.0 5.0 31.0 20.0 18.0 Max Q Clear Time (g_c+I1), s 14.7 21.0 2.5 27.5 3.4 6.9 17.0 7.7 Green Ext Time (p_c), s 0.2 0.0 0.0 3.7 0.0 1.0 0.3 1.0 Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
55: CORRAL HOLLOW RD & W. Larch Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 55
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 160 40 210 700 570 100
Future Volume (veh/h) 160 40 210 700 570 100
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 160 40 210 700 570 100
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 211 188 2546 1136 541 2546
Arrive On Green 0.12 0.12 0.75 0.75 0.75 0.75
Sat Flow, veh/h 1697 1510 3474 1510 584 3474
Grp Volume(v), veh/h 160 40 210 700 570 100
Grp Sat Flow(s),veh/h/ln1697 1510 1692 1510 584 1692
Q Serve(g_s), s 5.9 1.5 1.1 13.9 47.8 0.5
Cycle Q Clear(g_c), s 5.9 1.5 1.1 13.9 48.9 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 188 2546 1136 541 2546
V/C Ratio(X) 0.76 0.21 0.08 0.62 1.05 0.04
Avail Cap(c_a), veh/h 470 418 2546 1136 541 2546
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.69 0.69 0.49 0.49 1.00 1.00
Uniform Delay (d), s/veh 27.5 25.6 2.1 3.7 13.5 2.1
Incr Delay (d2), s/veh 3.8 0.4 0.0 1.2 53.9 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.5 0.6 0.2 2.2 16.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.3 26.0 2.2 5.0 67.4 2.1
LnGrp LOS C C A A F A
Approach Vol, veh/h 200 910 670
Approach Delay, s/veh 30.2 4.3 57.6
Approach LOS C A E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 52.9 52.9 12.1
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 39.0 39.0 18.0
Max Q Clear Time (g_c+I1), s 15.9 50.9 7.9
Green Ext Time (p_c), s 4.4 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
56: CORRAL HOLLOW RD & Auto Plaza Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 56
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 870 400 50 40 50 220
Future Volume (veh/h) 870 400 50 40 50 220
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 870 400 50 40 50 220
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1000 951 135 808 378 1058
Arrive On Green 0.59 0.59 0.04 0.24 0.11 0.11
Sat Flow, veh/h 1697 1510 3291 3474 3474 1510
Grp Volume(v), veh/h 870 400 50 40 50 220
Grp Sat Flow(s),veh/h/ln1697 1510 1646 1692 1692 1510
Q Serve(g_s), s 20.1 6.2 0.7 0.4 0.6 2.4
Cycle Q Clear(g_c), s 20.1 6.2 0.7 0.4 0.6 2.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1000 951 135 808 378 1058
V/C Ratio(X) 0.87 0.42 0.37 0.05 0.13 0.21
Avail Cap(c_a), veh/h 1678 1555 283 1892 1310 1474
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.1 4.3 21.7 13.6 18.6 2.4
Incr Delay (d2), s/veh 2.8 0.3 1.7 0.0 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/ln 4.7 0.1 0.3 0.1 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.9 4.6 23.4 13.7 18.8 2.5
LnGrp LOS B A C B B A
Approach Vol, veh/h 1270 90 270
Approach Delay, s/veh 8.9 19.1 5.5
Approach LOS A B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 15.1 31.4 5.9 9.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 26.0 46.0 4.0 18.0
Max Q Clear Time (g_c+I1), s 2.4 22.1 2.7 4.4
Green Ext Time (p_c), s 0.1 5.3 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
57: Corral Hollow Rd & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 57
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 1030 1330 10 630 60 230 270 60 260 340 120 Future Volume (veh/h) 110 1030 1330 10 630 60 230 270 60 260 340 120 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 110 1030 0 10 630 60 230 270 60 260 340 120 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 233 1764 169 936 556 730 628 357 734 630 395 Arrive On Green 0.14 0.36 0.00 0.05 0.28 0.25 0.15 0.19 0.19 0.15 0.19 0.16 Sat Flow, veh/h 1697 4863 1510 3291 3385 1510 4784 3385 1510 4784 3385 1510 Grp Volume(v), veh/h 110 1030 0 10 630 60 230 270 60 260 340 120 Grp Sat Flow(s),veh/h/ln1697 1621 1510 1646 1692 1510 1595 1692 1510 1595 1692 1510 Q Serve(g_s), s 3.9 11.1 0.0 0.2 10.7 1.7 2.8 4.6 2.0 3.1 5.9 4.1 Cycle Q Clear(g_c), s 3.9 11.1 0.0 0.2 10.7 1.7 2.8 4.6 2.0 3.1 5.9 4.1 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 233 1764 169 936 556 730 628 357 734 630 395 V/C Ratio(X) 0.47 0.58 0.06 0.67 0.11 0.32 0.43 0.17 0.35 0.54 0.30 Avail Cap(c_a), veh/h 288 3081 509 2092 1071 1183 2197 1057 813 1935 977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 16.7 0.0 29.2 20.8 13.5 24.4 23.3 19.6 24.5 23.8 19.2 Incr Delay (d2), s/veh 1.5 0.3 0.0 0.1 0.8 0.1 0.2 0.5 0.2 0.3 0.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.6 0.0 0.1 3.8 0.5 1.0 1.7 0.7 1.1 2.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 17.0 0.0 29.4 21.7 13.5 24.7 23.8 19.9 24.8 24.5 19.6 LnGrp LOS C B C C B C C B C C B
Approach Vol, veh/h 1140 A 700 560 720
Approach Delay, s/veh 18.0 21.1 23.7 23.8
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.9 16.0 7.3 27.5 13.9 16.1 12.9 21.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 40.0 8.0 39.0 14.0 35.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 5.1 6.6 2.2 13.1 4.8 7.9 5.9 12.7 Green Ext Time (p_c), s 0.4 1.4 0.0 5.3 0.6 2.1 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 58
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 880 1590 260 40 740 100 220 370 20 220 1480 350 Future Volume (veh/h) 880 1590 260 40 740 100 220 370 20 220 1480 350 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 880 1590 0 40 740 100 220 370 20 220 1480 350 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 343 1791 243 1643 615 314 1786 666 228 1660 672 Arrive On Green 0.10 0.37 0.00 0.07 0.34 0.34 0.10 0.37 0.37 0.07 0.34 0.34 Sat Flow, veh/h 3291 4863 1510 3291 4863 1510 3291 4863 1510 3291 4863 1510 Grp Volume(v), veh/h 880 1590 0 40 740 100 220 370 20 220 1480 350 Grp Sat Flow(s),veh/h/ln1646 1621 1510 1646 1621 1510 1646 1621 1510 1646 1621 1510 Q Serve(g_s), s 12.0 35.4 0.0 1.3 13.7 4.8 7.5 6.0 0.9 7.7 33.2 19.3 Cycle Q Clear(g_c), s 12.0 35.4 0.0 1.3 13.7 4.8 7.5 6.0 0.9 7.7 33.2 19.3 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 343 1791 243 1643 615 314 1786 666 228 1660 672 V/C Ratio(X) 2.57 0.89 0.16 0.45 0.16 0.70 0.21 0.03 0.96 0.89 0.52 Avail Cap(c_a), veh/h 343 1856 314 1814 668 314 1814 674 228 1687 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 34.2 0.0 50.1 29.8 21.7 50.6 25.0 18.3 53.5 36.0 23.1 Incr Delay (d2), s/veh 714.6 5.6 0.0 0.3 0.2 0.1 6.8 0.1 0.0 49.7 6.4 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 38.8 14.0 0.0 0.5 5.2 1.7 3.3 2.3 0.3 4.7 13.6 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 766.3 39.8 0.0 50.4 30.0 21.8 57.3 25.0 18.3 103.2 42.3 23.8 LnGrp LOS F D D C C E C B F D C
Approach Vol, veh/h 2470 A 880 610 2050
Approach Delay, s/veh 298.6 30.0 36.5 45.7
Approach LOS F C D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.5 46.5 11.0 46.4 15.0 43.0 14.0 43.4 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 9.0 42.0 6.0 41.0 10.0 41.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 3.3 37.4 9.7 8.0 14.0 15.7 9.5 35.2 Green Ext Time (p_c), s 0.0 3.1 0.0 1.8 0.0 4.0 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 146.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
59: CORRAL HOLLOW RD & New Schulte Rd/NEW SCHULTE ROAD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 59
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1160 120 20 160 270 40 320 20 230 1320 40 Future Volume (veh/h) 40 1160 120 20 160 270 40 320 20 230 1320 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 1160 120 20 160 270 40 320 20 230 1320 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 70 1351 603 44 650 580 70 1320 82 301 1611 49 Arrive On Green 0.04 0.40 0.40 0.03 0.38 0.38 0.04 0.28 0.28 0.09 0.33 0.33 Sat Flow, veh/h 1697 3385 1510 1697 1692 1510 1697 4682 289 3291 4850 147 Grp Volume(v), veh/h 40 1160 120 20 160 270 40 220 120 230 882 478 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 1621 1729 1646 1621 1755 Q Serve(g_s), s 2.2 29.5 4.9 1.1 6.1 12.7 2.2 4.9 5.0 6.4 23.6 23.6 Cycle Q Clear(g_c), s 2.2 29.5 4.9 1.1 6.1 12.7 2.2 4.9 5.0 6.4 23.6 23.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.08
Lane Grp Cap(c), veh/h 70 1351 603 44 650 580 70 914 487 301 1077 583 V/C Ratio(X) 0.57 0.86 0.20 0.45 0.25 0.47 0.57 0.24 0.25 0.76 0.82 0.82 Avail Cap(c_a), veh/h 131 1722 768 108 838 747 108 1117 596 506 1409 763 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 25.9 18.5 45.3 19.8 21.8 44.4 26.1 26.1 41.9 28.9 28.9 Incr Delay (d2), s/veh 2.7 3.7 0.2 2.7 0.1 0.2 2.7 0.1 0.3 1.5 3.0 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/ln 1.0 11.8 1.6 0.5 2.3 4.2 0.9 1.8 2.0 2.6 9.0 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.1 29.6 18.7 48.0 19.8 22.0 47.1 26.2 26.4 43.4 31.9 34.4 LnGrp LOS D C B D B CDCCDCC
Approach Vol, veh/h 1320 450 380 1590
Approach Delay, s/veh 29.2 22.4 28.5 34.3
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.9 42.7 13.1 31.6 8.4 41.2 8.4 36.3 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 6.0 48.0 14.5 32.5 7.3 46.7 6.0 41.0 Max Q Clear Time (g_c+I1), s 3.1 31.5 8.4 7.0 4.2 14.7 4.2 25.6 Green Ext Time (p_c), s 0.0 6.1 0.2 1.4 0.0 1.0 0.0 5.8 Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
60: Corral Hollow Rd & Valpico Rd/VALPICO RD. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 60
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 670 130 20 100 30 10 210 30 270 920 30 Future Volume (veh/h) 90 670 130 20 100 30 10 210 30 270 920 30 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 90 670 130 20 100 30 10 210 30 270 920 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 379 759 147 29 163 47 16 285 40 777 1841 821 Arrive On Green 0.22 0.27 0.27 0.02 0.06 0.06 0.01 0.10 0.10 0.46 0.54 0.54 Sat Flow, veh/h 1697 2820 547 1697 2591 748 1697 2979 420 1697 3385 1510 Grp Volume(v), veh/h 90 402 398 20 64 66 10 118 122 270 920 30 Grp Sat Flow(s),veh/h/ln1697 1692 1675 1697 1692 1647 1697 1692 1706 1697 1692 1510 Q Serve(g_s), s 4.4 22.7 22.8 1.2 3.7 3.9 0.6 6.8 7.0 10.3 17.0 0.3 Cycle Q Clear(g_c), s 4.4 22.7 22.8 1.2 3.7 3.9 0.6 6.8 7.0 10.3 17.0 0.3 Prop In Lane 1.00 0.33 1.00 0.45 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 379 456 451 29 107 104 16 162 163 777 1841 821 V/C Ratio(X) 0.24 0.88 0.88 0.69 0.60 0.64 0.61 0.73 0.75 0.35 0.50 0.04 Avail Cap(c_a), veh/h 379 542 536 85 423 412 68 355 358 777 1841 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.48 0.48 0.48 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 35.0 35.0 48.9 45.6 45.7 49.3 43.9 44.0 17.5 14.3 1.2 Incr Delay (d2), s/veh 0.2 7.4 7.6 25.5 5.3 6.3 31.1 24.7 26.3 0.3 1.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 10.0 9.9 0.7 1.7 1.8 0.4 3.8 4.0 3.8 6.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 42.4 42.6 74.3 50.9 52.1 80.4 68.7 70.3 17.7 15.2 1.3 LnGrp LOS C D D E D D F EEBBA
Approach Vol, veh/h 890 150 250 1220
Approach Delay, s/veh 41.4 54.6 70.0 15.5
Approach LOS D D E B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 49.8 13.6 5.7 30.9 5.0 58.4 26.3 10.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 26.0 21.0 5.0 32.0 4.0 43.0 12.0 25.0 Max Q Clear Time (g_c+I1), s 12.3 9.0 3.2 24.8 2.6 19.0 6.4 5.9 Green Ext Time (p_c), s 0.8 0.6 0.0 2.1 0.0 4.7 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
61: Corral Hollow Rd & Samuel James Way Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 61
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 180 10 230 1040 30
Future Volume (veh/h) 10 180 10 230 1040 30
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 180 10 230 1040 30
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 212 189 294 2285 1359 606
Arrive On Green 0.13 0.13 0.17 0.68 0.40 0.40
Sat Flow, veh/h 1697 1510 1697 3474 3474 1510
Grp Volume(v), veh/h 10 180 10 230 1040 30
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1510
Q Serve(g_s), s 0.2 4.7 0.2 0.9 10.6 0.2
Cycle Q Clear(g_c), s 0.2 4.7 0.2 0.9 10.6 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 189 294 2285 1359 606
V/C Ratio(X) 0.05 0.95 0.03 0.10 0.77 0.05
Avail Cap(c_a), veh/h 212 189 294 2285 1608 717
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.78 0.78 1.00 1.00 0.88 0.88
Uniform Delay (d), s/veh 15.4 17.4 13.7 2.3 10.3 1.5
Incr Delay (d2), s/veh 0.1 45.0 0.0 0.1 3.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 6.1 0.1 0.0 3.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.5 62.4 13.8 2.4 14.0 1.7
LnGrp LOS B EBABA
Approach Vol, veh/h 190 240 1070
Approach Delay, s/veh 59.9 2.8 13.7
Approach LOS E A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.0 9.0 10.9 20.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 5.0 4.0 19.0
Max Q Clear Time (g_c+I1), s 2.9 6.7 2.2 12.6
Green Ext Time (p_c), s 1.3 0.0 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 62
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 10 20 10 60 10 170 60 290 890 40 Future Volume (veh/h) 10 10 10 20 10 60 10 170 60 290 890 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 10 10 20 10 60 10 170 60 290 890 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 27 91 91 50 28 166 27 814 363 345 1448 646
Arrive On Green 0.02 0.11 0.11 0.03 0.13 0.13 0.02 0.24 0.24 0.20 0.43 0.43 Sat Flow, veh/h 1697 817 817 1697 220 1323 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 0 20 20 0 70 10 170 60 290 890 40 Grp Sat Flow(s),veh/h/ln1697 0 1634 1697 0 1543 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.3 0.0 0.5 0.5 0.0 1.8 0.3 1.8 1.4 7.3 9.0 0.7 Cycle Q Clear(g_c), s 0.3 0.0 0.5 0.5 0.0 1.8 0.3 1.8 1.4 7.3 9.0 0.7 Prop In Lane 1.00 0.50 1.00 0.86 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 27 0 183 50 0 194 27 814 363 345 1448 646 V/C Ratio(X) 0.38 0.00 0.11 0.40 0.00 0.36 0.38 0.21 0.17 0.84 0.61 0.06 Avail Cap(c_a), veh/h 230 0 1254 230 0 1184 230 2169 967 345 2337 1042 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.6 0.0 17.7 21.1 0.0 17.7 21.6 13.5 13.3 17.0 9.8 7.5 Incr Delay (d2), s/veh 8.5 0.0 0.3 5.1 0.0 1.1 8.5 0.2 0.3 16.9 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.2 0.3 0.0 0.7 0.1 0.5 0.4 3.8 2.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 0.0 18.0 26.2 0.0 18.9 30.1 13.6 13.6 33.9 10.5 7.5 LnGrp LOS C A B C A B C B B C B A
Approach Vol, veh/h 30 90 240 1220
Approach Delay, s/veh 22.0 20.5 14.3 15.9
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.0 16.5 5.3 9.6 4.7 24.8 4.7 10.2 Change Period (Y+Rc), s 4.0 * 5.8 4.0 4.6 4.0 5.8 4.0 4.6 Max Green Setting (Gmax), s 9.0 * 28 6.0 34.0 6.0 30.6 6.0 34.0 Max Q Clear Time (g_c+I1), s 9.3 3.8 2.5 2.5 2.3 11.0 2.3 3.8 Green Ext Time (p_c), s 0.0 1.6 0.0 0.1 0.0 7.9 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
63: Corral Hollow Rd & Summit Dr/Middlefield Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 63
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 40 290 30 20 10 20 220 90 40 870 10 Future Volume (veh/h) 10 40 290 30 20 10 20 220 90 40 870 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 40 290 30 20 10 20 220 90 40 870 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 26 49 358 65 323 161 47 1165 519 80 1306 582 Arrive On Green 0.02 0.26 0.26 0.04 0.29 0.29 0.03 0.34 0.34 0.05 0.39 0.39 Sat Flow, veh/h 1697 186 1352 1697 1120 560 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 10 0 330 30 0 30 20 220 90 40 870 10 Grp Sat Flow(s),veh/h/ln1697 0 1538 1697 0 1681 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 0.4 0.0 13.4 1.2 0.0 0.9 0.8 3.0 2.8 1.5 14.2 0.3 Cycle Q Clear(g_c), s 0.4 0.0 13.4 1.2 0.0 0.9 0.8 3.0 2.8 1.5 14.2 0.3 Prop In Lane 1.00 0.88 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 26 0 407 65 0 484 47 1165 519 80 1306 582 V/C Ratio(X) 0.39 0.00 0.81 0.46 0.00 0.06 0.42 0.19 0.17 0.50 0.67 0.02 Avail Cap(c_a), veh/h 153 0 850 153 0 929 153 2445 1090 216 2647 1181 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.6 0.0 23.0 31.4 0.0 17.2 31.9 15.4 15.3 31.0 16.9 12.7 Incr Delay (d2), s/veh 9.2 0.0 3.9 5.0 0.0 0.1 5.9 0.1 0.2 4.8 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 5.0 0.5 0.0 0.3 0.4 1.0 0.9 0.7 4.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 0.0 26.9 36.4 0.0 17.3 37.8 15.5 15.5 35.8 17.8 12.7 LnGrp LOS D A C D A B D B B D B B
Approach Vol, veh/h 340 60 330 920
Approach Delay, s/veh 27.3 26.9 16.8 18.5
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.6 28.8 6.6 22.8 5.9 31.5 5.0 24.3 Change Period (Y+Rc), s 5.5 5.8 4.0 5.1 4.0 5.8 4.0 5.1 Max Green Setting (Gmax), s 8.5 48.2 6.0 36.9 6.0 52.2 6.0 36.9 Max Q Clear Time (g_c+I1), s 3.5 5.0 3.2 15.4 2.8 16.2 2.4 2.9 Green Ext Time (p_c), s 0.0 2.5 0.0 2.3 0.0 9.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
64: Corral Hollow Rd & W. Linne Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 64
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 1030 10 240 290 40 10 150 170 640 500 40 Future Volume (veh/h) 140 1030 10 240 290 40 10 150 170 640 500 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 140 1030 10 240 290 40 10 150 0 640 500 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 169 1076 10 273 1005 448 16 221 663 1417 113 Arrive On Green 0.10 0.31 0.31 0.08 0.30 0.30 0.01 0.07 0.00 0.39 0.45 0.45 Sat Flow, veh/h 1697 3434 33 3291 3385 1510 1697 3385 1510 1697 3175 253 Grp Volume(v), veh/h 140 508 532 240 290 40 10 150 0 640 266 274 Grp Sat Flow(s),veh/h/ln1697 1692 1775 1646 1692 1510 1697 1692 1510 1697 1692 1736 Q Serve(g_s), s 8.8 31.9 31.9 7.8 7.1 2.1 0.6 4.7 0.0 40.0 11.2 11.2 Cycle Q Clear(g_c), s 8.8 31.9 31.9 7.8 7.1 2.1 0.6 4.7 0.0 40.0 11.2 11.2 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 169 530 556 273 1005 448 16 221 663 755 775 V/C Ratio(X) 0.83 0.96 0.96 0.88 0.29 0.09 0.61 0.68 0.97 0.35 0.35 Avail Cap(c_a), veh/h 266 531 557 273 1005 448 63 562 673 890 913 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.9 36.5 36.5 49.1 29.3 27.5 53.5 49.5 0.0 32.3 19.7 19.7 Incr Delay (d2), s/veh 11.6 28.5 27.6 26.0 0.2 0.1 32.1 3.6 0.0 26.1 0.3 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/ln 4.1 16.4 17.1 4.1 2.8 0.7 0.4 2.0 0.0 20.0 4.2 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 64.9 64.1 75.1 29.4 27.6 85.6 53.2 0.0 58.4 20.0 20.0 LnGrp LOS E E E E C C F D E B B
Approach Vol, veh/h 1180 570 160 A 1180
Approach Delay, s/veh 63.9 48.5 55.2 40.8
Approach LOS E D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 46.3 11.1 13.0 38.0 5.0 52.4 14.8 36.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 43.0 18.0 9.0 34.0 4.0 57.0 17.0 26.0 Max Q Clear Time (g_c+I1), s 42.0 6.7 9.8 33.9 2.6 13.2 10.8 9.1 Green Ext Time (p_c), s 0.3 0.4 0.0 0.1 0.0 2.1 0.2 1.6 Intersection Summary
HCM 6th Ctrl Delay 51.8
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
65: Corral Hollow Rd & Sandhu Access Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 65
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 10 10 320 730 10
Future Volume (veh/h) 10 10 10 320 730 10
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 10 10 10 320 730 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 35 32 18 2127 1497 668
Arrive On Green 0.02 0.02 0.01 0.63 0.44 0.44
Sat Flow, veh/h 1697 1510 1697 3474 3474 1510
Grp Volume(v), veh/h 10 10 10 320 730 10
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1510
Q Serve(g_s), s 0.1 0.1 0.1 0.9 3.5 0.1
Cycle Q Clear(g_c), s 0.1 0.1 0.1 0.9 3.5 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 35 32 18 2127 1497 668
V/C Ratio(X) 0.28 0.32 0.55 0.15 0.49 0.01
Avail Cap(c_a), veh/h 1338 1191 297 4302 3115 1390
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 11.0 11.0 11.2 1.7 4.5 3.6
Incr Delay (d2), s/veh 4.3 5.6 23.1 0.0 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 16.6 34.4 1.8 4.8 3.6
LnGrp LOS B B C A A A
Approach Vol, veh/h 20 330 740
Approach Delay, s/veh 16.0 2.8 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 18.3 4.5 4.2 14.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 18.0 4.0 21.0
Max Q Clear Time (g_c+I1), s 2.9 2.1 2.1 5.5
Green Ext Time (p_c), s 1.8 0.0 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 90 230 200 90 160 70 80 100 180 430 150 Future Volume (veh/h) 90 90 230 200 90 160 70 80 100 180 430 150 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 90 90 230 200 142 125 70 80 100 180 430 150 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 842 102 262 242 210 178 793 329 147 1041 583 260 Arrive On Green 0.26 0.23 0.23 0.14 0.12 0.12 0.24 0.10 0.10 0.32 0.17 0.17 Sat Flow, veh/h 3291 444 1134 1697 1781 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 90 0 320 200 142 125 70 80 100 180 430 150 Grp Sat Flow(s),veh/h/ln1646 0 1577 1697 1781 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 1.6 0.0 14.7 8.6 5.7 6.0 1.2 1.6 4.8 3.0 9.0 6.8 Cycle Q Clear(g_c), s 1.6 0.0 14.7 8.6 5.7 6.0 1.2 1.6 4.8 3.0 9.0 6.8 Prop In Lane 1.00 0.72 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 842 0 364 242 210 178 793 329 147 1041 583 260 V/C Ratio(X) 0.11 0.00 0.88 0.83 0.68 0.70 0.09 0.24 0.68 0.17 0.74 0.58 Avail Cap(c_a), veh/h 842 0 421 362 428 362 793 812 362 1041 857 382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 0.0 27.8 31.3 31.7 31.8 22.1 31.3 32.7 18.6 29.4 28.5 Incr Delay (d2), s/veh 0.1 0.0 17.0 9.5 3.8 5.0 0.0 1.8 22.7 0.1 8.1 9.0 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 0.6 0.0 7.1 4.1 2.6 2.4 0.4 0.7 2.7 1.0 4.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 0.0 44.8 40.7 35.5 36.8 22.1 33.1 55.5 18.6 37.6 37.6 LnGrp LOS C A DDDDCCEBDD
Approach Vol, veh/h 410 467 250 760
Approach Delay, s/veh 39.7 38.1 39.0 33.1
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 27.7 11.3 14.7 21.3 22.1 16.9 23.2 12.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 18.0 16.0 20.0 4.0 19.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.0 6.8 10.6 16.7 3.2 11.0 3.6 8.0 Green Ext Time (p_c), s 0.0 0.5 0.3 0.6 0.0 1.9 0.2 0.9 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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67: Corral Hollow Rd & I-580 WB On Ramp/I-580 WB Off Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 67
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 10 0 140 10 110 0 0 760 90 Future Volume (veh/h) 0 0 0 10 0 140 10 110 0 0 760 90
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 10 0 0 10 110 0 0 760 90
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 16 0 1064 3127 0 0 892 398
Arrive On Green 0.01 0.00 0.00 0.63 0.92 0.00 0.00 0.26 0.26 Sat Flow, veh/h 1697 0 1510 1697 3474 0 0 3474 1510
Grp Volume(v), veh/h 10 0 0 10 110 0 0 760 90
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1697 1692 0 0 1692 1510 Q Serve(g_s), s 0.7 0.0 0.0 0.3 0.3 0.0 0.0 25.6 5.6
Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.3 0.3 0.0 0.0 25.6 5.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 16 0 1064 3127 0 0 892 398
V/C Ratio(X) 0.62 0.00 0.01 0.04 0.00 0.00 0.85 0.23
Avail Cap(c_a), veh/h 438 0 1064 3127 0 0 1946 868
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 0.00 0.96 0.96 0.00 0.00 0.90 0.90 Uniform Delay (d), s/veh 59.2 0.0 0.0 8.4 0.4 0.0 0.0 42.0 34.6 Incr Delay (d2), s/veh 33.6 0.0 0.0 0.0 0.0 0.0 0.0 9.2 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 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.1 0.0 0.0 0.0 11.3 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.8 0.0 0.0 8.4 0.4 0.0 0.0 51.1 35.8 LnGrp LOS F A AAAADD
Approach Vol, veh/h 10 A 120 850
Approach Delay, s/veh 92.8 1.0 49.5
Approach LOS F A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 114.9 79.2 35.6 5.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 81.0 8.0 69.0 31.0
Max Q Clear Time (g_c+I1), s 2.3 2.3 27.6 2.7
Green Ext Time (p_c), s 0.4 0.0 4.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 44.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
68: Corral Hollow Rd & 580 EB Off Ramp/580 EB On Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 68
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 30 10 0000 4 0 2 0 7 0 0 8 00 Future Volume (veh/h) 80 30 10 0000 4 0 2 0 7 0 0 8 00
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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 80 30 10 0 40 20 700 80 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 115 87 29 0 1234 550 737 2854 0
Arrive On Green 0.07 0.07 0.07 0.00 0.36 0.36 0.43 0.84 0.00 Sat Flow, veh/h 1697 1279 426 0 3474 1510 1697 3474 0
Grp Volume(v), veh/h 80 0 40 0 40 20 700 80 0
Grp Sat Flow(s),veh/h/ln1697 0 1705 0 1692 1510 1697 1692 0 Q Serve(g_s), s 4.2 0.0 2.0 0.0 0.7 0.8 35.8 0.3 0.0
Cycle Q Clear(g_c), s 4.2 0.0 2.0 0.0 0.7 0.8 35.8 0.3 0.0 Prop In Lane 1.00 0.25 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 115 0 116 0 1234 550 737 2854 0
V/C Ratio(X) 0.70 0.00 0.35 0.00 0.03 0.04 0.95 0.03 0.00 Avail Cap(c_a), veh/h 339 0 341 0 1234 550 792 2854 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.83 0.83 0.00 Uniform Delay (d), s/veh 41.0 0.0 40.0 0.0 18.4 18.4 24.5 1.1 0.0 Incr Delay (d2), s/veh 7.3 0.0 1.8 0.0 0.0 0.1 17.7 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 %ile BackOfQ(50%),veh/ln 1.9 0.0 0.9 0.0 0.3 0.3 16.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.4 0.0 41.8 0.0 18.4 18.5 42.2 1.1 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 120 60 780
Approach Delay, s/veh 46.2 18.5 38.0
Approach LOS D B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 43.1 36.8 10.1 79.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 18.0 18.0 64.0
Max Q Clear Time (g_c+I1), s 37.8 2.8 6.2 2.3
Green Ext Time (p_c), s 1.3 0.1 0.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 37.8
HCM 6th LOS D
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69: Corral Hollow Rd & Lammers Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 69
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 40 10 10 20 20 60
Future Volume (veh/h) 40 10 10 20 20 60
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 40 10 10 20 20 60
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 84 75 18 856 418 355
Arrive On Green 0.05 0.05 0.01 0.48 0.23 0.23
Sat Flow, veh/h 1697 1510 1697 1781 1781 1510
Grp Volume(v), veh/h 40 10 10 20 20 60
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1781 1781 1510
Q Serve(g_s), s 0.4 0.1 0.1 0.1 0.1 0.5
Cycle Q Clear(g_c), s 0.4 0.1 0.1 0.1 0.1 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 84 75 18 856 418 355
V/C Ratio(X) 0.48 0.13 0.54 0.02 0.05 0.17
Avail Cap(c_a), veh/h 1794 1596 399 3034 2197 1862
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 7.9 7.7 8.4 2.3 5.0 5.2
Incr Delay (d2), s/veh 4.1 0.8 22.6 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.0 8.5 31.0 2.3 5.1 5.4
LnGrp LOS B A C A A A
Approach Vol, veh/h 50 30 80
Approach Delay, s/veh 11.3 11.9 5.3
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 12.2 4.8 4.2 8.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 18.0 4.0 21.0
Max Q Clear Time (g_c+I1), s 2.1 2.4 2.1 2.5
Green Ext Time (p_c), s 0.0 0.1 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
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HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 70
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 20 390 20 30 20
Future Vol, veh/h 10 20 390 20 30 20
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 10 20 390 20 30 20

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 480 400 0 0 410 0
Stage 1 400 -----
Stage 2 80 -----
Critical Hdwy 6.48 6.28 - - 4.18 -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 - - 2.272 -
Pot Cap-1 Maneuver 534 637 - - 1117 -
Stage 1 664 -----
Stage 2 928 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 520 637 - - 1117 -
Mov Cap-2 Maneuver 520 -----
Stage 1 664 -----
Stage 2 903 -----

Approach WB NB SB
HCM Control Delay, s 11.4 0 5

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 593 1117 -
HCM Lane V/C Ratio - - 0.051 0.027 -
HCM Control Delay (s) - - 11.4 8.3 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.2 0.1 -
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71: Tracy Blvd & W. Larch Rd Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 71
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 600 810 70 40 30 550 280 320 10 20 10 Future Volume (veh/h) 100 600 810 70 40 30 550 280 320 10 20 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 100 600 0 70 40 30 550 280 320 10 20 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 352 709 113 125 56 1939 1092 978 16 59 363
Arrive On Green 0.21 0.21 0.00 0.03 0.04 0.04 0.98 1.00 1.00 0.01 0.03 0.03 Sat Flow, veh/h 1697 3385 1510 3291 3385 1510 3291 1781 1510 1697 1781 1510 Grp Volume(v), veh/h 100 600 0 70 40 30 550 280 320 10 20 10 Grp Sat Flow(s),veh/h/ln 1697 1692 1510 1646 1692 1510 1646 1781 1510 1697 1781 1510 Q Serve(g_s), s 6.0 20.4 0.0 2.5 1.4 2.2 0.4 0.0 0.0 0.7 1.3 0.0 Cycle Q Clear(g_c), s 6.0 20.4 0.0 2.5 1.4 2.2 0.4 0.0 0.0 0.7 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 352 709 113 125 56 1939 1092 978 16 59 363 V/C Ratio(X) 0.28 0.85 0.62 0.32 0.54 0.28 0.26 0.33 0.62 0.34 0.03 Avail Cap(c_a), veh/h 352 874 274 762 340 1939 1092 978 57 297 565 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.00 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.1 45.6 0.0 57.1 56.3 48.2 0.4 0.0 0.0 59.2 56.7 34.8 Incr Delay (d2), s/veh 0.3 5.0 0.0 5.4 1.5 7.9 0.1 0.4 0.6 33.6 14.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 9.1 0.0 1.1 0.6 1.0 0.1 0.1 0.2 0.5 0.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.4 50.6 0.0 62.5 57.8 56.1 0.4 0.4 0.6 92.8 71.4 35.0 LnGrp LOS D D EEEAAAFEC
Approach Vol, veh/h 700 A 140 1150 40
Approach Delay, s/veh 49.1 59.8 0.5 67.6
Approach LOS D E A E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.1 77.6 8.1 29.2 74.7 8.0 28.9 8.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 59.0 10.0 31.0 43.0 20.0 14.0 27.0 Max Q Clear Time (g_c+I1), s 2.7 2.0 4.5 22.4 2.4 3.3 8.0 4.2 Green Ext Time (p_c), s 0.0 3.1 0.1 2.7 2.2 0.1 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
72: Tracy Blvd & I-205 WB On-Ramp/I-205 WB Off-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 72
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 30 0 520 190 630 0 0 870 40 Future Volume (veh/h) 0 0 0 30 0 520 190 630 0 0 870 40 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 30 0 0 190 630 0 0 870 40
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 115 0 249 1602 0 0 2605 120
Arrive On Green 0.03 0.00 0.00 0.08 0.90 0.00 0.00 1.00 1.00 Sat Flow, veh/h 3393 0 1510 3291 1781 0 0 3384 151
Grp Volume(v), veh/h 30 0 0 190 630 0 0 447 463
Grp Sat Flow(s),veh/h/ln 1697 0 1510 1646 1781 0 0 1692 1754 Q Serve(g_s), s 1.0 0.0 0.0 6.8 6.6 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.0 0.0 0.0 6.8 6.6 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.09
Lane Grp Cap(c), veh/h 115 0 249 1602 0 0 1338 1387
V/C Ratio(X) 0.26 0.00 0.76 0.39 0.00 0.00 0.33 0.33
Avail Cap(c_a), veh/h 1386 0 329 1602 0 0 1338 1387
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 0.80 0.80 0.00 0.00 0.65 0.65 Uniform Delay (d), s/veh 56.5 0.0 0.0 54.4 0.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 6.9 0.6 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 3.0 0.5 0.0 0.0 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.2 0.0 0.0 61.4 1.5 0.0 0.0 0.4 0.4 LnGrp LOS E A EAAAAA
Approach Vol, veh/h 30 A 820 910
Approach Delay, s/veh 58.2 15.4 0.4
Approach LOS E B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 111.9 13.1 98.9 8.1
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 62.1 12.0 46.1 48.1
Max Q Clear Time (g_c+I1), s 8.6 8.8 2.0 3.0
Green Ext Time (p_c), s 3.0 0.3 4.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
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.

Tracy Transportation Master Plan Update Future 2042
73: Tracy Blvd & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 73
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 570 0 2040 0000 2 4 0 1 4 0 8 5 0 5 00 Future Volume (veh/h) 570 0 2040 0000 2 4 0 1 4 0 8 5 0 5 00 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 570 0 2040 0 240 140 850 50 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 825 0 722 0 423 177 480 1500 0
Arrive On Green 0.49 0.00 0.48 0.00 0.12 0.12 0.28 0.44 0.00 Sat Flow, veh/h 1697 0 1510 0 3474 1510 1697 3474 0
Grp Volume(v), veh/h 570 0 2040 0 240 140 850 50 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1510 1697 1692 0 Q Serve(g_s), s 29.4 0.0 54.1 0.0 7.6 10.2 32.0 0.9 0.0 Cycle Q Clear(g_c), s 29.4 0.0 54.1 0.0 7.6 10.2 32.0 0.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 825 0 722 0 423 177 480 1500 0
V/C Ratio(X) 0.69 0.00 2.83 0.00 0.57 0.79 1.77 0.03 0.00 Avail Cap(c_a), veh/h 825 0 722 0 628 268 480 1705 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.5 0.0 29.5 0.0 46.6 48.6 40.6 17.8 0.0 Incr Delay (d2), s/veh 2.5 0.0 825.5 0.0 1.2 8.9 355.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 0.0 183.9 0.0 3.2 4.2 60.4 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 0.0 855.0 0.0 47.8 57.5 396.1 17.8 0.0 LnGrp LOS C A F A D E F B A
Approach Vol, veh/h 2610 380 900
Approach Delay, s/veh 673.8 51.4 375.1
Approach LOS F D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 36.0 18.1 59.0 54.1
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 32.0 20.1 54.1 56.1
Max Q Clear Time (g_c+I1), s 34.0 12.2 56.1 2.9
Green Ext Time (p_c), s 0.0 1.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 543.9
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
74: Tracy Blvd & GRANT LINE RD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 74
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 860 10 10 400 10 110 80 10 110 1040 110 Future Volume (veh/h) 40 860 10 10 400 10 110 80 10 110 1040 110 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 860 10 10 400 10 110 80 10 110 1040 110 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 90 1365 16 39 1242 31 140 1098 135 134 1120 118 Arrive On Green 0.05 0.40 0.39 0.02 0.37 0.36 0.08 0.36 0.35 0.08 0.36 0.35 Sat Flow, veh/h 1697 3427 40 1697 3374 84 1697 3034 373 1697 3089 326 Grp Volume(v), veh/h 40 425 445 10 200 210 110 44 46 110 570 580 Grp Sat Flow(s),veh/h/ln1697 1692 1774 1697 1692 1766 1697 1692 1714 1697 1692 1723 Q Serve(g_s), s 2.7 24.2 24.2 0.7 10.2 10.2 7.6 2.0 2.1 7.7 38.8 38.9 Cycle Q Clear(g_c), s 2.7 24.2 24.2 0.7 10.2 10.2 7.6 2.0 2.1 7.7 38.8 38.9 Prop In Lane 1.00 0.02 1.00 0.05 1.00 0.22 1.00 0.19
Lane Grp Cap(c), veh/h 90 674 707 39 623 650 140 613 621 134 614 625 V/C Ratio(X) 0.44 0.63 0.63 0.26 0.32 0.32 0.78 0.07 0.07 0.82 0.93 0.93 Avail Cap(c_a), veh/h 122 674 707 122 623 650 170 613 621 225 635 646 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.94 0.94 0.94 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 55.1 29.0 29.0 57.6 27.2 27.2 54.0 25.1 25.2 54.4 36.7 36.8 Incr Delay (d2), s/veh 1.3 4.4 4.2 1.2 1.3 1.2 14.4 0.0 0.1 0.4 2.6 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 10.3 10.8 0.3 4.3 4.4 3.8 0.8 0.9 3.3 16.0 16.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.3 33.4 33.2 58.8 28.5 28.4 68.4 25.1 25.2 54.8 39.4 39.5 LnGrp LOS E C C E C C E CCDDD
Approach Vol, veh/h 910 420 200 1260
Approach Delay, s/veh 34.3 29.2 48.9 40.8
Approach LOS CCDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.0 47.4 6.8 51.8 13.9 47.5 10.4 48.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 15.9 39.6 8.1 37.9 11.5 44.0 8.1 37.9 Max Q Clear Time (g_c+I1), s 9.7 4.1 2.7 26.2 9.6 40.9 4.7 12.2 Green Ext Time (p_c), s 0.1 0.3 0.0 2.9 0.0 1.6 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
75: TRACY BLVD & ELEVENTH ST. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 75
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1220 370 40 610 10 170 80 10 10 620 140 Future Volume (veh/h) 50 1220 370 40 610 10 170 80 10 10 620 140 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 1220 370 40 610 10 170 80 10 10 620 140 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 211 1752 781 194 1734 773 257 928 414 91 758 338 Arrive On Green 0.06 0.52 0.52 0.06 0.51 0.51 0.08 0.27 0.27 0.03 0.22 0.22 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 3291 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 50 1220 370 40 610 10 170 80 10 10 620 140 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 1646 1692 1510 1646 1692 1510 Q Serve(g_s), s 1.7 31.3 18.0 1.3 12.3 0.4 5.8 2.0 0.6 0.3 20.0 9.1 Cycle Q Clear(g_c), s 1.7 31.3 18.0 1.3 12.3 0.4 5.8 2.0 0.6 0.3 20.0 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 211 1752 781 194 1734 773 257 928 414 91 758 338 V/C Ratio(X) 0.24 0.70 0.47 0.21 0.35 0.01 0.66 0.09 0.02 0.11 0.82 0.41 Avail Cap(c_a), veh/h 258 1752 781 258 1734 773 258 1030 459 258 1030 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 20.9 17.7 51.6 16.7 13.8 51.5 31.0 30.5 54.5 42.4 38.2 Incr Delay (d2), s/veh 0.2 2.3 2.1 0.2 0.6 0.0 4.9 0.0 0.0 0.2 2.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 12.5 6.5 0.6 4.9 0.1 2.5 0.8 0.2 0.1 8.5 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.3 23.2 19.8 51.7 17.2 13.8 56.5 31.1 30.5 54.7 45.2 38.5 LnGrp LOS D C B D B B E CCDDD
Approach Vol, veh/h 1640 660 260 770
Approach Delay, s/veh 23.3 19.3 47.7 44.1
Approach LOS C B D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.3 63.0 12.5 29.2 10.9 62.4 6.7 35.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 8.0 46.0 8.0 33.0 8.0 46.0 8.0 33.0 Max Q Clear Time (g_c+I1), s 3.3 33.3 7.8 22.0 3.7 14.3 2.3 4.0 Green Ext Time (p_c), s 0.0 5.7 0.0 1.7 0.0 2.4 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
76: TRACY BLVD & W 6th St Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 76
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 10 20 20 10 70 10 150 110 320 680 10 Future Volume (veh/h) 10 10 20 20 10 70 10 150 110 320 680 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 10 20 20 10 70 10 150 0 320 680 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 70 51 71 66 22 93 33 376 1087 2518 37
Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.02 0.11 0.00 0.64 0.74 0.74 Sat Flow, veh/h 227 589 816 203 253 1063 1697 3474 0 1697 3415 50 Grp Volume(v), veh/h 40 0 0 100 0 0 10 150 0 320 337 353 Grp Sat Flow(s),veh/h/ln1632 0 0 1518 0 0 1697 1692 0 1697 1692 1772 Q Serve(g_s), s 0.0 0.0 0.0 3.2 0.0 0.0 0.5 3.7 0.0 7.5 5.9 5.9 Cycle Q Clear(g_c), s 2.1 0.0 0.0 5.7 0.0 0.0 0.5 3.7 0.0 7.5 5.9 5.9 Prop In Lane 0.25 0.50 0.20 0.70 1.00 0.00 1.00 0.03
Lane Grp Cap(c), veh/h 192 0 0 181 0 0 33 376 1087 1248 1307 V/C Ratio(X) 0.21 0.00 0.00 0.55 0.00 0.00 0.30 0.40 0.29 0.27 0.27 Avail Cap(c_a), veh/h 468 0 0 456 0 0 160 790 1087 1248 1307 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 0.00 0.00 1.00 1.00 0.00 0.75 0.75 0.75 Uniform Delay (d), s/veh 38.4 0.0 0.0 40.1 0.0 0.0 43.5 37.2 0.0 7.2 3.9 3.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.0 0.0 0.0 1.8 3.1 0.0 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 2.2 0.0 0.0 0.2 1.7 0.0 2.3 1.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.6 0.0 0.0 42.0 0.0 0.0 45.3 40.3 0.0 7.2 4.3 4.3 LnGrp LOS D A A D A A D D A A A
Approach Vol, veh/h 40 100 160 A 1010
Approach Delay, s/veh 38.6 42.0 40.7 5.2
Approach LOS D D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 62.6 15.0 12.4 6.3 71.4 12.4
Change Period (Y+Rc), s 5.0 * 5 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 30.5 * 21 24.5 8.5 43.0 24.5 Max Q Clear Time (g_c+I1), s 9.5 5.7 4.1 2.5 7.9 7.7
Green Ext Time (p_c), s 0.1 0.7 0.1 0.0 4.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Tracy Transportation Master Plan Update Future 2042
77: TRACY BLVD & Mt. Diablo Ave/Mt Diablo Ave Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 77
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 20 10 10 10 30 110 20 520 840 130 Future Volume (veh/h) 40 10 20 10 10 10 30 110 20 520 840 130 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 10 20 10 10 10 30 110 20 520 840 130 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 240 13 26 242 64 114 527 1895 337 1014 1938 300 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 700 175 350 844 844 1510 552 2872 510 1200 2937 455 Grp Volume(v), veh/h 70 0 0 20 0 10 30 64 66 520 484 486 Grp Sat Flow(s),veh/h/ln1224 0 0 1689 0 1510 552 1692 1690 1200 1692 1700 Q Serve(g_s), s 1.5 0.0 0.0 0.0 0.0 0.2 0.8 0.4 0.4 8.2 4.1 4.1 Cycle Q Clear(g_c), s 1.8 0.0 0.0 0.3 0.0 0.2 4.9 0.4 0.4 8.6 4.1 4.1 Prop In Lane 0.57 0.29 0.50 1.00 1.00 0.30 1.00 0.27
Lane Grp Cap(c), veh/h 280 0 0 306 0 114 527 1117 1115 1014 1117 1121 V/C Ratio(X) 0.25 0.00 0.00 0.07 0.00 0.09 0.06 0.06 0.06 0.51 0.43 0.43 Avail Cap(c_a), veh/h 1022 0 0 1093 0 899 784 1904 1901 1572 1904 1912 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 0.0 13.1 0.0 13.0 3.6 1.8 1.8 3.3 2.4 2.4 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.1 0.0 0.3 0.0 0.0 0.0 0.4 0.3 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/ln 0.4 0.0 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.1 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 0.0 0.0 13.2 0.0 13.3 3.7 1.8 1.8 3.7 2.7 2.7 LnGrp LOS B AABABAAAAAA
Approach Vol, veh/h 70 30 160 1490
Approach Delay, s/veh 14.4 13.2 2.2 3.1
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 23.9 6.3 23.9 6.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.0 18.0 34.0 18.0
Max Q Clear Time (g_c+I1), s 6.9 3.8 10.6 2.3
Green Ext Time (p_c), s 1.0 0.2 9.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 3.6
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
78: TRACY BLVD & SCHULTE ROAD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 78
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1060 60 20 190 10 180 90 10 160 570 80 Future Volume (veh/h) 50 1060 60 20 190 10 180 90 10 160 570 80 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 1060 60 20 190 10 180 90 10 160 570 80 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 61 1224 69 96 1297 68 108 671 299 157 767 342 Arrive On Green 0.04 0.38 0.38 0.06 0.40 0.40 0.06 0.20 0.20 0.09 0.23 0.23 Sat Flow, veh/h 1697 3256 184 1697 3272 171 1697 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 50 551 569 20 98 102 180 90 10 160 570 80 Grp Sat Flow(s),veh/h/ln1697 1692 1748 1697 1692 1751 1697 1692 1510 1697 1692 1510 Q Serve(g_s), s 2.1 21.2 21.2 0.8 2.6 2.6 4.5 1.5 0.4 6.5 11.0 3.0 Cycle Q Clear(g_c), s 2.1 21.2 21.2 0.8 2.6 2.6 4.5 1.5 0.4 6.5 11.0 3.0 Prop In Lane 1.00 0.11 1.00 0.10 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 61 636 657 96 671 694 108 671 299 157 767 342 V/C Ratio(X) 0.82 0.87 0.87 0.21 0.15 0.15 1.66 0.13 0.03 1.02 0.74 0.23 Avail Cap(c_a), veh/h 227 757 782 747 1277 1321 108 1515 676 157 1611 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 20.3 20.3 31.7 13.6 13.6 32.9 23.2 22.8 31.9 25.3 22.2 Incr Delay (d2), s/veh 9.4 9.1 8.9 0.4 0.1 0.1 333.9 0.1 0.0 77.6 1.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 8.9 9.1 0.3 0.9 0.9 11.8 0.6 0.1 5.9 4.3 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 29.4 29.2 32.1 13.7 13.7 366.8 23.3 22.8 109.5 26.8 22.6 LnGrp LOS D C C C B B F C C F C C
Approach Vol, veh/h 1170 220 280 810
Approach Delay, s/veh 29.9 15.4 244.1 42.7
Approach LOS C B F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.0 33.4 11.0 19.0 8.5 32.0 9.0 21.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.0 4.5 5.5 4.5 5.0 Max Green Setting (Gmax), s 9.4 53.1 6.5 31.5 31.0 31.5 4.5 33.5 Max Q Clear Time (g_c+I1), s 4.1 4.6 8.5 3.5 2.8 23.2 6.5 13.0 Green Ext Time (p_c), s 0.0 0.7 0.0 0.4 0.0 3.2 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 57.0
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
79: TRACY BLVD & Central Ave Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 79
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 50 10 130 20 20 10 240 200 90 420 30 Future Volume (veh/h) 10 50 10 130 20 20 10 240 200 90 420 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 50 10 130 20 20 10 240 200 90 420 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 35 226 45 227 220 220 35 421 337 194 1054 75 Arrive On Green 0.02 0.16 0.16 0.13 0.27 0.27 0.02 0.24 0.24 0.11 0.33 0.33 Sat Flow, veh/h 1697 1441 288 1697 817 817 1697 1788 1429 1697 3205 228 Grp Volume(v), veh/h 10 0 60 130 0 40 10 227 213 90 221 229 Grp Sat Flow(s),veh/h/ln1697 0 1730 1697 0 1634 1697 1692 1524 1697 1692 1740 Q Serve(g_s), s 0.3 0.0 1.5 3.6 0.0 0.9 0.3 5.9 6.2 2.5 5.0 5.1 Cycle Q Clear(g_c), s 0.3 0.0 1.5 3.6 0.0 0.9 0.3 5.9 6.2 2.5 5.0 5.1 Prop In Lane 1.00 0.17 1.00 0.50 1.00 0.94 1.00 0.13
Lane Grp Cap(c), veh/h 35 0 271 227 0 441 35 399 359 194 557 573 V/C Ratio(X) 0.28 0.00 0.22 0.57 0.00 0.09 0.28 0.57 0.59 0.46 0.40 0.40 Avail Cap(c_a), veh/h 271 0 969 390 0 1030 271 812 732 288 829 853 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 0.0 18.4 20.3 0.0 13.7 24.1 16.9 17.0 20.7 12.9 13.0 Incr Delay (d2), s/veh 1.6 0.0 0.2 0.8 0.0 0.0 1.6 2.2 2.7 0.6 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 1.3 0.0 0.3 0.1 2.1 2.1 0.9 1.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 0.0 18.6 21.2 0.0 13.7 25.7 19.0 19.7 21.4 13.7 13.7 LnGrp LOS C A B C A B C B B C B B
Approach Vol, veh/h 70 170 450 540
Approach Delay, s/veh 19.6 19.4 19.5 15.0
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.2 16.3 11.2 12.3 5.5 20.9 5.5 18.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 11.5 28.0 8.0 24.5 8.0 31.5 Max Q Clear Time (g_c+I1), s 4.5 8.2 5.6 3.5 2.3 7.1 2.3 2.9 Green Ext Time (p_c), s 0.0 3.6 0.0 0.1 0.0 3.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
80: TRACY BLVD & VALPICO RD. Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 80
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 600 60 30 60 120 20 160 40 210 250 90 Future Volume (veh/h) 160 600 60 30 60 120 20 160 40 210 250 90 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 160 600 60 30 60 120 20 160 40 210 250 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 212 854 85 173 684 305 64 684 305 255 773 271 Arrive On Green 0.13 0.27 0.27 0.05 0.20 0.20 0.04 0.20 0.20 0.15 0.31 0.31 Sat Flow, veh/h 1697 3108 310 3291 3385 1510 1697 3385 1510 1697 2457 862 Grp Volume(v), veh/h 160 326 334 30 60 120 20 160 40 210 170 170 Grp Sat Flow(s),veh/h/ln1697 1692 1726 1646 1692 1510 1697 1692 1510 1697 1692 1626 Q Serve(g_s), s 5.4 10.3 10.3 0.5 0.9 4.1 0.7 2.3 1.3 7.1 4.5 4.7 Cycle Q Clear(g_c), s 5.4 10.3 10.3 0.5 0.9 4.1 0.7 2.3 1.3 7.1 4.5 4.7 Prop In Lane 1.00 0.18 1.00 1.00 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 212 465 474 173 684 305 64 684 305 255 533 512 V/C Ratio(X) 0.75 0.70 0.70 0.17 0.09 0.39 0.31 0.23 0.13 0.82 0.32 0.33 Avail Cap(c_a), veh/h 332 1158 1180 444 2110 941 229 2127 949 432 1266 1216 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.1 19.3 19.4 26.9 19.2 20.5 27.8 19.8 19.4 24.4 15.5 15.6 Incr Delay (d2), s/veh 2.0 2.3 2.3 0.2 0.1 1.0 1.0 0.2 0.2 2.5 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 2.1 3.8 3.9 0.2 0.3 1.4 0.3 0.8 0.4 2.7 1.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.1 21.7 21.7 27.1 19.3 21.5 28.8 20.0 19.6 27.0 15.9 16.0 LnGrp LOS C C C C B C C C B C B B
Approach Vol, veh/h 820 210 220 550
Approach Delay, s/veh 22.7 21.7 20.8 20.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.4 17.0 7.6 21.3 6.7 23.7 11.9 17.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 15.1 37.3 8.0 40.6 8.0 44.4 11.6 37.0 Max Q Clear Time (g_c+I1), s 9.1 4.3 2.5 12.3 2.7 6.7 7.4 6.1 Green Ext Time (p_c), s 0.1 1.0 0.0 3.4 0.0 1.7 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 21.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
81: TRACY BLVD & Whispering Wind Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 81
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 30 10 50 20 60 10 130 190 120 170 70 Future Volume (veh/h) 10 30 10 50 20 60 10 130 190 120 170 70 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 30 10 50 20 60 10 130 190 120 170 70 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 27 152 51 110 300 254 27 371 331 194 752 298 Arrive On Green 0.02 0.12 0.12 0.07 0.17 0.17 0.02 0.22 0.22 0.11 0.32 0.32 Sat Flow, veh/h 1697 1279 426 1697 1781 1510 1697 1692 1510 1697 2368 937 Grp Volume(v), veh/h 10 0 40 50 20 60 10 130 190 120 120 120 Grp Sat Flow(s),veh/h/ln1697 0 1705 1697 1781 1510 1697 1692 1510 1697 1692 1613 Q Serve(g_s), s 0.2 0.0 0.8 1.1 0.4 1.3 0.2 2.4 4.2 2.5 1.9 2.1 Cycle Q Clear(g_c), s 0.2 0.0 0.8 1.1 0.4 1.3 0.2 2.4 4.2 2.5 1.9 2.1 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 0.58
Lane Grp Cap(c), veh/h 27 0 203 110 300 254 27 371 331 194 537 512 V/C Ratio(X) 0.37 0.00 0.20 0.45 0.07 0.24 0.37 0.35 0.57 0.62 0.22 0.24 Avail Cap(c_a), veh/h 273 0 1371 273 1433 1214 273 1189 1060 446 1361 1297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 0.0 14.8 16.8 13.1 13.4 18.2 12.3 13.0 15.7 9.3 9.4 Incr Delay (d2), s/veh 3.1 0.0 0.6 1.1 0.1 0.6 3.1 0.7 1.9 1.2 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.3 0.4 0.1 0.4 0.1 0.7 1.2 0.8 0.5 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.3 0.0 15.4 17.9 13.2 14.0 21.3 13.0 14.9 16.9 9.6 9.7 LnGrp LOS C ABBBBCBBBAA
Approach Vol, veh/h 50 130 330 360
Approach Delay, s/veh 16.6 15.4 14.4 12.1
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.8 12.7 6.9 8.9 5.1 16.3 5.1 10.8 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 9.8 26.2 6.0 30.0 6.0 30.0 6.0 30.0 Max Q Clear Time (g_c+I1), s 4.5 6.2 3.1 2.8 2.2 4.1 2.2 3.3 Green Ext Time (p_c), s 0.0 2.0 0.0 0.2 0.0 1.5 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
82: TRACY BLVD & ACE Station Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 82
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 10 320 10 10 220
Future Vol, veh/h 10 10 320 10 10 220
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 120 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 10 10 320 10 10 220

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 455 165 0 0 330 0
Stage 1 325 -----
Stage 2 130 -----
Critical Hdwy 6.96 7.06 - - 4.26 -
Critical Hdwy Stg 1 5.96 -----
Critical Hdwy Stg 2 5.96 -----
Follow-up Hdwy 3.58 3.38 - - 2.28 -
Pot Cap-1 Maneuver 519 832 - - 1184 -
Stage 1 687 -----
Stage 2 864 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 515 832 - - 1184 -
Mov Cap-2 Maneuver 515 -----
Stage 1 687 -----
Stage 2 857 -----

Approach WB NB SB
HCM Control Delay, s 10.8 0 0.4

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 636 1184 -
HCM Lane V/C Ratio - - 0.031 0.008 -
HCM Control Delay (s) - - 10.8 8.1 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
Tracy Transportation Master Plan Update Future 2042
83: TRACY BLVD & LINNE Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 83
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 1570 10 10 350 60 10 10 30 40 10 190 Future Volume (veh/h) 270 1570 10 10 350 60 10 10 30 40 10 190 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 270 1570 10 10 350 60 10 10 30 40 10 190 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 416 1915 12 18 1488 664 103 31 72 58 346 293 Arrive On Green 0.13 0.56 0.56 0.01 0.44 0.44 0.08 0.08 0.08 0.03 0.19 0.19 Sat Flow, veh/h 3291 3448 22 1697 3385 1510 210 390 899 1697 1781 1510 Grp Volume(v), veh/h 270 770 810 10 350 60 50 0 0 40 10 190 Grp Sat Flow(s),veh/h/ln 1646 1692 1777 1697 1692 1510 1498 0 0 1697 1781 1510 Q Serve(g_s), s 3.9 18.6 18.6 0.3 3.2 1.2 0.4 0.0 0.0 1.2 0.2 5.8 Cycle Q Clear(g_c), s 3.9 18.6 18.6 0.3 3.2 1.2 1.5 0.0 0.0 1.2 0.2 5.8 Prop In Lane 1.00 0.01 1.00 1.00 0.20 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 416 940 987 18 1488 664 206 0 0 58 346 293 V/C Ratio(X) 0.65 0.82 0.82 0.57 0.24 0.09 0.24 0.00 0.00 0.69 0.03 0.65 Avail Cap(c_a), veh/h 790 1286 1351 136 2031 906 614 0 0 136 926 785 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 9.1 9.1 24.6 8.8 8.2 21.8 0.0 0.0 23.9 16.3 18.6 Incr Delay (d2), s/veh 1.7 3.1 3.0 25.7 0.1 0.1 0.6 0.0 0.0 13.7 0.0 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/ln 1.4 4.5 4.7 0.2 0.8 0.3 0.5 0.0 0.0 0.7 0.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 12.2 12.1 50.3 8.8 8.2 22.4 0.0 0.0 37.6 16.4 21.0 LnGrp LOS C B B D A A C A A D B C
Approach Vol, veh/h 1850 420 50 240
Approach Delay, s/veh 13.6 9.7 22.4 23.6
Approach LOS B A C C
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 5.7 8.0 4.5 31.8 13.7 10.3 26.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 18.0 4.0 38.0 26.0 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 3.5 2.3 20.6 7.8 5.9 5.2 Green Ext Time (p_c), s 0.0 0.1 0.0 7.2 0.8 0.6 1.7
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 84
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1190 30 70 560 10 80 30 20 10 370 10 Future Volume (veh/h) 10 1190 30 70 560 10 80 30 20 10 370 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 1190 30 70 560 10 80 30 20 10 370 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 523 1600 40 75 697 12 101 276 184 17 405 343 Arrive On Green 0.31 0.47 0.47 0.04 0.20 0.20 0.06 0.28 0.28 0.01 0.23 0.23 Sat Flow, veh/h 1697 3373 85 1697 3402 61 1697 997 665 1697 1781 1510 Grp Volume(v), veh/h 10 597 623 70 278 292 80 0 50 10 370 10 Grp Sat Flow(s),veh/h/ln1697 1692 1766 1697 1692 1771 1697 0 1662 1697 1781 1510 Q Serve(g_s), s 0.4 25.8 25.8 3.7 14.1 14.1 4.2 0.0 2.0 0.5 18.2 0.5 Cycle Q Clear(g_c), s 0.4 25.8 25.8 3.7 14.1 14.1 4.2 0.0 2.0 0.5 18.2 0.5 Prop In Lane 1.00 0.05 1.00 0.03 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 523 803 838 75 347 363 101 0 460 17 405 343 V/C Ratio(X) 0.02 0.74 0.74 0.93 0.80 0.80 0.79 0.00 0.11 0.60 0.91 0.03 Avail Cap(c_a), veh/h 523 803 838 75 743 777 123 0 462 75 445 377 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.97 0.97 0.97 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.7 19.2 19.2 42.9 34.1 34.1 41.8 0.0 24.2 44.4 33.9 27.0 Incr Delay (d2), s/veh 0.0 6.2 5.9 76.9 17.2 16.7 20.2 0.0 0.0 12.1 21.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 10.8 11.3 3.1 7.3 7.6 2.3 0.0 0.8 0.3 10.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.7 25.4 25.2 119.8 51.3 50.7 62.0 0.0 24.3 56.5 54.9 27.1 LnGrp LOS C C C F D D E A C E D C
Approach Vol, veh/h 1230 640 130 390
Approach Delay, s/veh 25.2 58.5 47.5 54.2
Approach LOS C E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 32.3 22.9 9.9 25.0 8.0 47.2 5.4 29.4 Change Period (Y+Rc), s 4.5 * 4.5 4.5 4.5 4.0 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 * 40 6.5 22.5 4.0 39.5 4.0 25.0 Max Q Clear Time (g_c+I1), s 2.4 16.1 6.2 20.2 5.7 27.8 2.5 4.0 Green Ext Time (p_c), s 0.0 2.3 0.0 0.2 0.0 4.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
85: CENTRAL AVE & SCHULTE ROAD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 85
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1180 10 60 190 10 10 60 110 30 70 40 Future Volume (veh/h) 40 1180 10 60 190 10 10 60 110 30 70 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 1180 10 60 190 10 10 60 110 30 70 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 84 1511 13 111 1488 78 26 84 154 68 185 106
Arrive On Green 0.05 0.44 0.44 0.07 0.45 0.45 0.02 0.15 0.15 0.04 0.17 0.17 Sat Flow, veh/h 1697 3439 29 1697 3272 171 1697 563 1032 1697 1064 608 Grp Volume(v), veh/h 40 581 609 60 98 102 10 0 170 30 0 110 Grp Sat Flow(s),veh/h/ln1697 1692 1776 1697 1692 1751 1697 0 1596 1697 0 1672 Q Serve(g_s), s 1.3 16.3 16.3 1.9 1.9 1.9 0.3 0.0 5.6 1.0 0.0 3.2 Cycle Q Clear(g_c), s 1.3 16.3 16.3 1.9 1.9 1.9 0.3 0.0 5.6 1.0 0.0 3.2 Prop In Lane 1.00 0.02 1.00 0.10 1.00 0.65 1.00 0.36
Lane Grp Cap(c), veh/h 84 744 780 111 770 796 26 0 238 68 0 291 V/C Ratio(X) 0.47 0.78 0.78 0.54 0.13 0.13 0.38 0.00 0.71 0.44 0.00 0.38 Avail Cap(c_a), veh/h 183 1064 1116 183 1064 1100 183 0 750 183 0 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.7 13.3 13.3 25.1 8.8 8.8 27.1 0.0 22.5 26.0 0.0 20.3 Incr Delay (d2), s/veh 1.5 2.8 2.6 1.5 0.1 0.1 3.4 0.0 4.8 1.7 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.3 5.5 0.7 0.5 0.6 0.1 0.0 2.3 0.4 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 16.0 15.9 26.7 8.8 8.8 30.4 0.0 27.2 27.7 0.0 21.3 LnGrp LOS C B B C A A C A C C A C
Approach Vol, veh/h 1230 260 180 140
Approach Delay, s/veh 16.3 13.0 27.4 22.6
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.8 29.8 4.9 14.1 7.6 28.9 6.2 12.8 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 6.0 34.9 6.0 26.1 6.0 34.9 6.0 26.1 Max Q Clear Time (g_c+I1), s 3.3 3.9 2.3 5.2 3.9 18.3 3.0 7.6 Green Ext Time (p_c), s 0.0 0.9 0.0 0.4 0.0 6.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
86: MACARTHUR DRIVE (N) & Arbor Ave Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 86
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 670 90 50 230 30 20 10 430 590 10 10 10 Future Volume (veh/h) 670 90 50 230 30 20 10 430 590 10 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 670 90 50 230 30 20 10 430 590 10 10 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 815 604 335 729 559 373 525 566 480 162 566 480 Arrive On Green 0.56 0.56 0.56 0.56 0.56 0.56 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1290 1076 598 1189 997 665 1326 1781 1510 527 1781 1510 Grp Volume(v), veh/h 670 0 140 230 0 50 10 430 590 10 10 10 Grp Sat Flow(s),veh/h/ln1290 0 1674 1189 0 1662 1326 1781 1510 527 1781 1510 Q Serve(g_s), s 32.3 0.0 2.6 7.6 0.0 0.9 0.3 14.3 21.0 1.2 0.3 0.3 Cycle Q Clear(g_c), s 33.2 0.0 2.6 10.2 0.0 0.9 0.6 14.3 21.0 15.5 0.3 0.3 Prop In Lane 1.00 0.36 1.00 0.40 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 815 0 939 729 0 932 525 566 480 162 566 480 V/C Ratio(X) 0.82 0.00 0.15 0.32 0.00 0.05 0.02 0.76 1.23 0.06 0.02 0.02 Avail Cap(c_a), veh/h 892 0 1039 799 0 1031 525 566 480 162 566 480 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.1 0.0 6.9 9.4 0.0 6.6 15.7 20.3 22.5 27.2 15.5 15.5 Incr Delay (d2), s/veh 5.8 0.0 0.1 0.2 0.0 0.0 0.0 5.9 120.6 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 0.0 0.8 1.7 0.0 0.3 0.1 6.1 22.5 0.1 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 0.0 7.0 9.6 0.0 6.6 15.7 26.2 143.1 27.4 15.5 15.5 LnGrp LOS B AAAAABCFCBB
Approach Vol, veh/h 810 280 1030 30
Approach Delay, s/veh 17.6 9.1 93.1 19.5
Approach LOS B A F B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 25.0 41.1 25.0 41.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 21.0 41.0 21.0 41.0
Max Q Clear Time (g_c+I1), s 23.0 35.2 17.5 12.2
Green Ext Time (p_c), s 0.0 1.9 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 52.7
HCM 6th LOS D
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87: MACARTHUR DRIVE (N) & I-205 WEST ON RAMP/I-205 WEST OFF RAMPTiming Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 87
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 10 70 10 360 1010 0 0 220 70 Future Volume (veh/h) 0 0 0 10 70 10 360 1010 0 0 220 70 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 0 0 1781 1781 Adj Flow Rate, veh/h 10 70 10 360 1010 0 0 220 70
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888880088
Cap, veh/h 17 116 17 621 1128 0 0 522 442
Arrive On Green 0.09 0.09 0.09 0.19 0.63 0.00 0.00 0.29 0.29 Sat Flow, veh/h 193 1351 193 3291 1781 0 0 1781 1510
Grp Volume(v), veh/h 90 0 0 360 1010 0 0 220 70
Grp Sat Flow(s),veh/h/ln 1737 0 0 1646 1781 0 0 1781 1510 Q Serve(g_s), s 1.6 0.0 0.0 3.2 15.5 0.0 0.0 3.2 1.1
Cycle Q Clear(g_c), s 1.6 0.0 0.0 3.2 15.5 0.0 0.0 3.2 1.1 Prop In Lane 0.11 0.11 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 149 0 0 621 1128 0 0 522 442
V/C Ratio(X) 0.60 0.00 0.00 0.58 0.90 0.00 0.00 0.42 0.16 Avail Cap(c_a), veh/h 687 0 0 2247 5399 0 0 3913 3316
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 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 0.0 0.0 12.0 5.0 0.0 0.0 9.2 8.5 Incr Delay (d2), s/veh 1.5 0.0 0.0 0.6 1.1 0.0 0.0 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.9 0.3 0.0 0.0 0.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 0.0 0.0 12.6 6.1 0.0 0.0 9.4 8.5 LnGrp LOS BAABAAAAA
Approach Vol, veh/h 90 1370 290
Approach Delay, s/veh 15.7 7.8 9.2
Approach LOS B A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 25.4 11.0 14.4 7.0
Change Period (Y+Rc), s 4.9 4.9 4.9 4.2
Max Green Setting (Gmax), s 98.1 22.1 71.1 12.8
Max Q Clear Time (g_c+I1), s 17.5 5.2 5.2 3.6
Green Ext Time (p_c), s 3.0 1.1 0.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
88: MACARTHUR DRIVE (N) & I-205 EAST OFF RAMP/I-205 EAST ON RAMPTiming Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 88
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 960 0 1400 0000 4 1 0 2 2 0 1 0 0 1 2 00 Future Volume (veh/h) 960 0 1400 0000 4 1 0 2 2 0 1 0 0 1 2 00 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 1781 0 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 960 0 1400 0 410 220 100 120 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 0 8 088880
Cap, veh/h 1162 0 1034 0 553 246 71 425 0
Arrive On Green 0.69 0.00 0.69 0.00 0.16 0.16 0.04 0.24 0.00 Sat Flow, veh/h 1697 0 1510 0 3474 1510 1697 1781 0
Grp Volume(v), veh/h 960 0 1400 0 410 220 100 120 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1692 1510 1697 1781 0 Q Serve(g_s), s 49.0 0.0 81.8 0.0 13.8 17.0 5.0 6.6 0.0 Cycle Q Clear(g_c), s 49.0 0.0 81.8 0.0 13.8 17.0 5.0 6.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1162 0 1034 0 553 246 71 425 0
V/C Ratio(X) 0.83 0.00 1.35 0.00 0.74 0.89 1.41 0.28 0.00 Avail Cap(c_a), veh/h 1162 0 1034 0 570 254 71 434 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 13.6 0.0 18.8 0.0 47.6 48.9 57.2 37.1 0.0 Incr Delay (d2), s/veh 4.7 0.0 165.5 0.0 5.5 30.4 248.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.7 0.0 71.6 0.0 6.1 8.4 7.0 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 0.0 184.3 0.0 53.0 79.3 305.2 37.6 0.0 LnGrp LOS B A F A D E F D A
Approach Vol, veh/h 2360 630 220
Approach Delay, s/veh 116.8 62.2 159.3
Approach LOS F E F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.0 24.4 86.0 33.4
Change Period (Y+Rc), s 4.0 4.9 * 4.2 4.9
Max Green Setting (Gmax), s 5.0 20.1 * 82 29.1
Max Q Clear Time (g_c+I1), s 7.0 19.0 83.8 8.6
Green Ext Time (p_c), s 0.0 0.4 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 109.0
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
89: MACARTHUR DRIVE (N) & PESCADERO AVE Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 89
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 10 20 80 20 170 50 410 130 610 790 120 Future Volume (veh/h) 50 10 20 80 20 170 50 410 130 610 790 120 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 50 10 20 80 20 170 50 410 130 610 790 120 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 123 95 191 158 357 303 123 767 342 726 1268 566 Arrive On Green 0.07 0.18 0.18 0.09 0.20 0.20 0.07 0.23 0.23 0.22 0.37 0.37 Sat Flow, veh/h 1697 530 1060 1697 1781 1510 1697 3385 1510 3291 3385 1510 Grp Volume(v), veh/h 50 0 30 80 20 170 50 410 130 610 790 120 Grp Sat Flow(s),veh/h/ln1697 0 1591 1697 1781 1510 1697 1692 1510 1646 1692 1510 Q Serve(g_s), s 1.9 0.0 1.0 3.0 0.6 6.7 1.9 7.1 4.8 11.7 12.6 3.6 Cycle Q Clear(g_c), s 1.9 0.0 1.0 3.0 0.6 6.7 1.9 7.1 4.8 11.7 12.6 3.6 Prop In Lane 1.00 0.67 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 0 286 158 357 303 123 767 342 726 1268 566 V/C Ratio(X) 0.41 0.00 0.10 0.51 0.06 0.56 0.41 0.53 0.38 0.84 0.62 0.21 Avail Cap(c_a), veh/h 205 0 817 205 915 776 233 1432 639 1069 2066 922 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 0.0 22.7 28.6 21.4 23.8 29.3 22.5 21.7 24.7 16.9 14.1 Incr Delay (d2), s/veh 0.8 0.0 0.2 0.9 0.0 0.6 0.8 0.8 1.0 2.6 0.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.4 1.2 0.2 2.3 0.7 2.6 1.7 4.4 4.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 0.0 22.8 29.5 21.4 24.4 30.1 23.3 22.6 27.3 17.6 14.3 LnGrp LOS C A CCCCCCCCBB
Approach Vol, veh/h 80 270 590 1520
Approach Delay, s/veh 27.4 25.7 23.8 21.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 19.1 20.0 10.7 16.4 9.3 29.8 9.3 17.8 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 21.5 28.0 8.0 34.0 9.1 40.4 8.0 34.0 Max Q Clear Time (g_c+I1), s 13.7 9.1 5.0 3.0 3.9 14.6 3.9 8.7 Green Ext Time (p_c), s 0.9 4.0 0.0 0.1 0.0 8.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
90: MACARTHUR DRIVE (N) & GRANT LINE RD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 90
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 290 1480 20 70 450 130 40 160 90 530 310 60 Future Volume (veh/h) 290 1480 20 70 450 130 40 160 90 530 310 60 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 290 1480 20 70 450 130 40 160 90 530 310 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 211 1414 19 89 1158 829 69 245 131 351 951 424 Arrive On Green 0.12 0.41 0.41 0.05 0.34 0.34 0.04 0.12 0.12 0.21 0.28 0.28 Sat Flow, veh/h 1697 3419 46 1697 3385 1510 1697 2131 1138 1697 3385 1510 Grp Volume(v), veh/h 290 732 768 70 450 130 40 125 125 530 310 60 Grp Sat Flow(s),veh/h/ln1697 1692 1773 1697 1692 1510 1697 1692 1577 1697 1692 1510 Q Serve(g_s), s 12.0 40.0 40.0 3.9 9.8 4.1 2.2 6.8 7.3 20.0 7.0 2.9 Cycle Q Clear(g_c), s 12.0 40.0 40.0 3.9 9.8 4.1 2.2 6.8 7.3 20.0 7.0 2.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.72 1.00 1.00
Lane Grp Cap(c), veh/h 211 700 733 89 1158 829 69 195 181 351 951 424 V/C Ratio(X) 1.38 1.05 1.05 0.78 0.39 0.16 0.58 0.64 0.69 1.51 0.33 0.14 Avail Cap(c_a), veh/h 211 700 733 105 1190 843 123 586 546 351 1627 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 28.4 28.4 45.3 24.1 10.8 45.6 40.9 41.1 38.4 27.5 26.0 Incr Delay (d2), s/veh 196.8 46.6 46.2 22.8 0.4 0.1 2.8 6.0 7.7 244.0 0.3 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/ln 16.5 24.4 25.5 2.2 3.9 1.3 1.0 3.1 3.2 31.9 2.8 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 239.2 74.9 74.6 68.1 24.5 10.9 48.4 46.9 48.8 282.4 27.9 26.3 LnGrp LOS F F F E C B D D D F C C
Approach Vol, veh/h 1790 650 290 900
Approach Delay, s/veh 101.4 26.5 47.9 177.6
Approach LOS F C D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 25.0 16.6 10.1 45.0 9.0 32.7 17.0 38.1 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 20.0 33.5 6.0 40.0 7.0 46.5 12.0 34.0 Max Q Clear Time (g_c+I1), s 22.0 9.3 5.9 42.0 4.2 9.0 14.0 11.8 Green Ext Time (p_c), s 0.0 1.8 0.0 0.0 0.0 3.2 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 102.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
91: ELEVENTH ST. & MACARTHUR DRIVE Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 91
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1790 10 10 690 80 10 70 10 270 250 40 Future Volume (veh/h) 40 1790 10 10 690 80 10 70 10 270 250 40 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 1790 10 10 690 80 10 70 10 270 250 40 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 88 1901 848 16 1743 777 16 276 39 303 766 121 Arrive On Green 0.05 0.56 0.56 0.01 0.51 0.51 0.01 0.09 0.09 0.18 0.26 0.26 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 2981 417 1697 2928 462 Grp Volume(v), veh/h 40 1790 10 10 690 80 10 39 41 270 143 147 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 1692 1706 1697 1692 1698 Q Serve(g_s), s 2.5 53.1 0.3 0.6 13.4 2.9 0.6 2.3 2.4 16.8 7.4 7.6 Cycle Q Clear(g_c), s 2.5 53.1 0.3 0.6 13.4 2.9 0.6 2.3 2.4 16.8 7.4 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.27
Lane Grp Cap(c), veh/h 88 1901 848 16 1743 777 16 157 158 303 443 444 V/C Ratio(X) 0.46 0.94 0.01 0.61 0.40 0.10 0.61 0.25 0.26 0.89 0.32 0.33 Avail Cap(c_a), veh/h 126 1975 881 63 1834 818 63 188 190 377 502 503 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.7 22.0 10.4 53.3 16.0 13.4 53.3 45.5 45.5 43.3 32.2 32.2 Incr Delay (d2), s/veh 1.4 9.5 0.0 32.1 0.1 0.1 32.1 0.3 0.3 19.3 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/ln 1.1 21.6 0.1 0.4 5.0 1.0 0.4 1.0 1.0 8.7 3.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.1 31.5 10.4 85.3 16.1 13.5 85.3 45.8 45.9 62.6 32.3 32.4 LnGrp LOS D C B F B B F D D E C C
Approach Vol, veh/h 1840 780 90 560
Approach Delay, s/veh 31.9 16.7 50.2 47.0
Approach LOS C B D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 65.2 5.0 32.7 10.1 60.1 23.3 14.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 4.0 63.0 4.0 32.0 8.0 58.5 24.0 12.0 Max Q Clear Time (g_c+I1), s 2.6 55.1 2.6 9.6 4.5 15.4 18.8 4.4 Green Ext Time (p_c), s 0.0 5.5 0.0 1.1 0.0 3.9 0.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
92: MACARTHUR (S) & ELEVENTH ST. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 92
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1540 10 90 640 0 10 0 300 0 0 0 Future Volume (veh/h) 0 1540 10 90 640 0 10 0 300 0 0 0 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 0 1540 0 90 640 0 10 0 300 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 2 1802 113 2225 0 384 0 341 0 2 0
Arrive On Green 0.00 0.53 0.00 0.07 0.66 0.00 0.23 0.00 0.23 0.00 0.00 0.00 Sat Flow, veh/h 1697 3385 1510 1697 3474 0 1697 0 1510 0 1781 0 Grp Volume(v), veh/h 0 1540 0 90 640 0 10 0 300 0 0 0
Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 0 1697 0 1510 0 1781 0 Q Serve(g_s), s 0.0 30.2 0.0 4.0 6.2 0.0 0.4 0.0 14.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 30.2 0.0 4.0 6.2 0.0 0.4 0.0 14.8 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 1802 113 2225 0 384 0 341 0 2 0 V/C Ratio(X) 0.00 0.85 0.79 0.29 0.00 0.03 0.00 0.88 0.00 0.00 0.00 Avail Cap(c_a), veh/h 132 2233 143 2255 0 494 0 439 0 507 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) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 15.5 0.0 35.5 5.6 0.0 23.3 0.0 28.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.9 0.0 16.6 0.1 0.0 0.0 0.0 15.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.2 0.0 2.1 1.7 0.0 0.1 0.0 6.5 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 0.0 52.1 5.7 0.0 23.3 0.0 43.9 0.0 0.0 0.0 LnGrp LOS A B D A A C A D A A A
Approach Vol, veh/h 1540 A 730 310 0
Approach Delay, s/veh 18.4 11.4 43.3 0.0
Approach LOS B B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 45.7 0.0 0.0 55.3 22.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 51.0 22.0 6.0 51.5 22.5 Max Q Clear Time (g_c+I1), s 6.0 32.2 0.0 0.0 8.2 16.8
Green Ext Time (p_c), s 0.0 9.0 0.0 0.0 3.2 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
93: MACARTHUR (S) & E. 6th St Timing Plan: PM Peak Hour HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 93
Intersection
Int Delay, s/veh 8.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 300 10 10 10 10 90
Future Vol, veh/h 300 10 10 10 10 90
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 100 100 100 100 100 100
Heavy Vehicles, % 8 88888
Mvmt Flow 300 10 10 10 10 90

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 85 55 100 0 - 0
Stage 1 55 -----
Stage 2 30 -----
Critical Hdwy 6.48 6.28 4.18 - - -
Critical Hdwy Stg 1 5.48 -----
Critical Hdwy Stg 2 5.48 -----
Follow-up Hdwy 3.572 3.372 2.272 - - -
Pot Cap-1 Maneuver 902 995 1456 - - -
Stage 1 952 -----
Stage 2 977 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 896 995 1456 - - -
Mov Cap-2 Maneuver 896 -----
Stage 1 945 -----
Stage 2 977 -----

Approach EB NB SB
HCM Control Delay, s 11.1 3.7 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1456 - 899 - -
HCM Lane V/C Ratio 0.007 - 0.345 - -
HCM Control Delay (s) 7.5 0 11.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 1.5 - -
Tracy Transportation Master Plan Update Future 2042
94: MACARTHUR (S) & E. Mt. Diablo Ave/MacArthur Dr Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 94
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 510 80 70 70 10 10 70 80 90 530 10 Future Volume (veh/h) 10 510 80 70 70 10 10 70 80 90 530 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 10 510 80 70 70 10 10 70 80 90 530 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888888888888
Cap, veh/h 17 586 92 88 659 94 17 520 440 115 609 11
Arrive On Green 0.01 0.39 0.39 0.05 0.43 0.43 0.01 0.29 0.29 0.07 0.35 0.35 Sat Flow, veh/h 1697 1503 236 1697 1524 218 1697 1781 1510 1697 1743 33 Grp Volume(v), veh/h 10 0 590 70 0 80 10 70 80 90 0 540 Grp Sat Flow(s),veh/h/ln 1697 0 1739 1697 0 1742 1697 1781 1510 1697 0 1776 Q Serve(g_s), s 0.5 0.0 25.3 3.3 0.0 2.2 0.5 2.3 3.2 4.2 0.0 22.9 Cycle Q Clear(g_c), s 0.5 0.0 25.3 3.3 0.0 2.2 0.5 2.3 3.2 4.2 0.0 22.9 Prop In Lane 1.00 0.14 1.00 0.13 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 17 0 678 88 0 753 17 520 440 115 0 621 V/C Ratio(X) 0.59 0.00 0.87 0.79 0.00 0.11 0.59 0.13 0.18 0.78 0.00 0.87 Avail Cap(c_a), veh/h 84 0 1013 147 0 1079 84 817 692 273 0 1012 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.8 0.0 22.7 37.8 0.0 13.6 39.8 21.1 21.4 37.0 0.0 24.5 Incr Delay (d2), s/veh 28.9 0.0 5.6 14.5 0.0 0.1 28.9 0.1 0.2 11.0 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 10.9 1.7 0.0 0.8 0.3 0.9 1.1 2.0 0.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.7 0.0 28.3 52.3 0.0 13.7 68.7 21.2 21.6 48.0 0.0 29.4 LnGrp LOS E A C D A B E C C D A C
Approach Vol, veh/h 600 150 160 630
Approach Delay, s/veh 29.0 31.7 24.3 32.0
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 27.5 8.2 35.5 4.8 32.2 4.8 38.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 37.0 7.0 47.0 4.0 46.0 4.0 50.0 Max Q Clear Time (g_c+I1), s 6.2 5.2 5.3 27.3 2.5 24.9 2.5 4.2 Green Ext Time (p_c), s 0.1 0.6 0.0 4.2 0.0 3.3 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 30.0
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
95: MACARTHUR (S) & SCHULTE ROAD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 95
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1030 120 20 160 50 60 70 50 240 420 10 Future Volume (veh/h) 40 1030 120 20 160 50 60 70 50 240 420 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 40 1030 120 20 160 50 60 70 50 240 420 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 53 1222 545 174 1493 666 131 173 113 284 759 18 Arrive On Green 0.03 0.36 0.36 0.10 0.44 0.44 0.04 0.09 0.09 0.17 0.22 0.22 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 3291 1962 1281 1697 3379 80 Grp Volume(v), veh/h 40 1030 120 20 160 50 60 59 61 240 210 220 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1646 1692 1551 1697 1692 1767 Q Serve(g_s), s 1.6 19.0 3.8 0.7 1.9 1.3 1.2 2.3 2.5 9.3 7.5 7.5 Cycle Q Clear(g_c), s 1.6 19.0 3.8 0.7 1.9 1.3 1.2 2.3 2.5 9.3 7.5 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.83 1.00 0.05
Lane Grp Cap(c), veh/h 53 1222 545 174 1493 666 131 149 137 284 380 397 V/C Ratio(X) 0.76 0.84 0.22 0.12 0.11 0.08 0.46 0.40 0.44 0.85 0.55 0.55 Avail Cap(c_a), veh/h 150 1374 613 175 1493 666 242 573 525 334 794 829 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.7 19.9 15.1 27.7 11.1 11.0 31.9 29.3 29.4 27.4 23.3 23.3 Incr Delay (d2), s/veh 19.3 4.7 0.2 0.4 0.0 0.1 2.5 2.1 2.7 13.9 1.5 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/ln 0.9 7.3 1.2 0.3 0.6 0.4 0.5 0.9 1.0 4.6 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 24.6 15.3 28.1 11.2 11.0 34.4 31.3 32.1 41.3 24.8 24.8 LnGrp LOS D C B C B B CCCDCC
Approach Vol, veh/h 1190 230 180 670
Approach Delay, s/veh 24.6 12.6 32.6 30.7
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.6 29.4 16.0 11.0 6.1 34.9 6.7 20.3 Change Period (Y+Rc), s 4.6 4.9 4.6 * 5 4.0 * 4.9 4.0 5.0 Max Green Setting (Gmax), s 7.0 27.6 13.4 * 23 6.0 * 30 5.0 31.9 Max Q Clear Time (g_c+I1), s 2.7 21.0 11.3 4.5 3.6 3.9 3.2 9.5 Green Ext Time (p_c), s 0.0 3.5 0.1 0.4 0.0 1.0 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
96: MACARTHUR (S) & VALPICO RD. Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 96
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 210 490 90 50 100 20 10 130 50 70 130 30 Future Volume (veh/h) 210 490 90 50 100 20 10 130 50 70 130 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 210 490 90 50 100 20 10 130 50 70 130 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 256 588 499 132 371 74 39 181 70 162 392 332 Arrive On Green 0.15 0.33 0.33 0.08 0.26 0.26 0.02 0.15 0.15 0.10 0.22 0.22 Sat Flow, veh/h 1697 1781 1510 1697 1441 288 1697 1225 471 1697 1781 1510 Grp Volume(v), veh/h 210 490 90 50 0 120 10 0 180 70 130 30 Grp Sat Flow(s),veh/h/ln1697 1781 1510 1697 0 1730 1697 0 1697 1697 1781 1510 Q Serve(g_s), s 6.6 14.0 2.3 1.5 0.0 3.0 0.3 0.0 5.6 2.1 3.4 0.9 Cycle Q Clear(g_c), s 6.6 14.0 2.3 1.5 0.0 3.0 0.3 0.0 5.6 2.1 3.4 0.9 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.28 1.00 1.00
Lane Grp Cap(c), veh/h 256 588 499 132 0 445 39 0 251 162 392 332 V/C Ratio(X) 0.82 0.83 0.18 0.38 0.00 0.27 0.25 0.00 0.72 0.43 0.33 0.09 Avail Cap(c_a), veh/h 290 1061 899 247 0 986 277 0 924 308 1003 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 17.0 13.1 24.1 0.0 16.3 26.4 0.0 22.4 23.5 18.1 17.1 Incr Delay (d2), s/veh 13.7 3.2 0.2 0.7 0.0 0.3 1.2 0.0 3.8 0.7 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 5.2 0.7 0.6 0.0 1.1 0.1 0.0 2.2 0.8 1.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.4 20.2 13.3 24.8 0.0 16.6 27.7 0.0 26.2 24.2 18.6 17.2 LnGrp LOS D C B C A B C A C C B B
Approach Vol, veh/h 790 170 190 230
Approach Delay, s/veh 23.7 19.0 26.3 20.1
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.9 23.2 5.9 17.1 12.9 19.2 9.9 13.1 Change Period (Y+Rc), s 4.6 5.0 4.6 5.0 4.6 5.0 4.6 5.0 Max Green Setting (Gmax), s 8.0 32.8 9.0 31.0 9.4 31.4 10.0 30.0 Max Q Clear Time (g_c+I1), s 3.5 16.0 2.3 5.4 8.6 5.0 4.1 7.6 Green Ext Time (p_c), s 0.0 2.2 0.0 0.5 0.0 0.4 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
97: Seefried Dwy/Pescadero Ave & Chrisman Road/Chrisman Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 97
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 1450 10 10 500 190 10 20 10 860 10 100 Future Volume (veh/h) 20 1450 10 10 500 190 10 20 10 860 10 100 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 20 1450 10 10 500 190 10 20 10 860 10 100 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 29 1294 592 16 1270 1188 16 44 22 699 61 614 Arrive On Green 0.02 0.38 0.38 0.01 0.38 0.38 0.01 0.04 0.04 0.41 0.44 0.44 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 1120 560 1697 139 1392 Grp Volume(v), veh/h 20 1450 10 10 500 190 10 0 30 860 0 110 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 0 1681 1697 0 1531 Q Serve(g_s), s 1.2 39.0 0.4 0.6 11.0 3.1 0.6 0.0 1.8 42.0 0.0 4.4 Cycle Q Clear(g_c), s 1.2 39.0 0.4 0.6 11.0 3.1 0.6 0.0 1.8 42.0 0.0 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.91
Lane Grp Cap(c), veh/h 29 1294 592 16 1270 1188 16 0 66 699 0 676 V/C Ratio(X) 0.69 1.12 0.02 0.61 0.39 0.16 0.61 0.00 0.46 1.23 0.00 0.16 Avail Cap(c_a), veh/h 83 1294 592 67 1270 1188 67 0 313 699 0 856 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.9 31.5 19.0 50.3 23.4 2.6 50.3 0.0 47.9 30.0 0.0 17.1 Incr Delay (d2), s/veh 25.9 64.9 0.0 31.3 0.2 0.1 31.3 0.0 4.8 116.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 26.3 0.1 0.4 4.2 0.6 0.4 0.0 0.8 38.9 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 96.4 19.0 81.6 23.6 2.7 81.6 0.0 52.8 146.2 0.0 17.3 LnGrp LOS E F B F C A F A D F A B
Approach Vol, veh/h 1480 700 40 970
Approach Delay, s/veh 95.6 18.7 60.0 131.5
Approach LOS F B E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 46.0 8.0 5.0 43.0 5.0 49.0 5.7 42.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 42.0 19.0 4.0 39.0 4.0 57.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 44.0 3.8 2.6 41.0 2.6 6.4 3.2 13.0 Green Ext Time (p_c), s 0.0 0.1 0.0 0.0 0.0 0.7 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 89.2
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
98: Chrisman Rd/Chrisman Road & Grant Line Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 98
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 590 1170 40 10 300 10 10 880 270 50 200 350 Future Volume (veh/h) 590 1170 40 10 300 10 10 880 270 50 200 350 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 590 1170 40 10 300 10 10 880 270 50 200 350 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 691 1661 57 82 538 240 343 1026 457 62 1328 592 Arrive On Green 0.21 0.34 0.34 0.03 0.16 0.16 0.30 0.30 0.30 0.04 0.39 0.39 Sat Flow, veh/h 3291 4829 165 3291 3385 1510 817 3385 1510 1697 3385 1510 Grp Volume(v), veh/h 590 785 425 10 300 10 10 880 270 50 200 350 Grp Sat Flow(s),veh/h/ln1646 1621 1752 1646 1692 1510 817 1692 1510 1697 1692 1510 Q Serve(g_s), s 13.0 15.8 15.8 0.2 6.2 0.4 0.7 18.5 11.5 2.2 2.9 13.8 Cycle Q Clear(g_c), s 13.0 15.8 15.8 0.2 6.2 0.4 0.7 18.5 11.5 2.2 2.9 13.8 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 691 1115 603 82 538 240 343 1026 457 62 1328 592 V/C Ratio(X) 0.85 0.70 0.70 0.12 0.56 0.04 0.03 0.86 0.59 0.81 0.15 0.59 Avail Cap(c_a), veh/h 1004 1375 743 436 853 380 485 1615 720 112 2109 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 21.4 21.4 36.0 29.3 26.8 18.6 24.8 22.3 36.1 14.8 18.1 Incr Delay (d2), s/veh 3.5 0.8 1.5 0.6 0.3 0.0 0.0 1.7 0.5 21.8 0.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 5.4 5.9 0.1 2.3 0.1 0.1 6.9 3.8 1.2 1.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.2 22.2 22.9 36.6 29.6 26.9 18.6 26.4 22.8 57.9 14.9 19.1 LnGrp LOS C CCDCCBCCEBB
Approach Vol, veh/h 1800 320 1160 600
Approach Delay, s/veh 25.6 29.7 25.5 20.9
Approach LOS CCCC
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s7.9 32.0 35.6 21.8 18.0 6.7 28.9 Change Period (Y+Rc), s 6.0 6.0 * 6 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 10.0 32.0 * 47 23.0 19.0 5.0 36.0 Max Q Clear Time (g_c+I1), s 2.2 17.8 15.8 15.0 8.2 4.2 20.5 Green Ext Time (p_c), s 0.0 2.8 2.4 0.8 0.6 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy Transportation Master Plan Update Future 2042
99: CHRISMAN & ELEVENTH ST. Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 99
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 1060 10 350 650 10 10 1090 920 430 100 110 Future Volume (veh/h) 1000 1060 10 350 650 10 10 1090 920 430 100 110 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 1000 1060 10 350 650 10 10 1090 0 430 100 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 549 790 352 219 451 201 721 1862 226 1862
Arrive On Green 0.17 0.23 0.23 0.07 0.13 0.13 0.55 0.55 0.00 0.55 0.55 0.00 Sat Flow, veh/h 3291 3385 1510 3291 3385 1510 1233 3385 1510 493 3385 1510 Grp Volume(v), veh/h 1000 1060 10 350 650 10 10 1090 0 430 100 0 Grp Sat Flow(s),veh/h/ln1646 1692 1510 1646 1692 1510 1233 1692 1510 493 1692 1510 Q Serve(g_s), s 20.0 28.0 0.6 8.0 16.0 0.7 0.5 25.7 0.0 40.3 1.6 0.0 Cycle Q Clear(g_c), s 20.0 28.0 0.6 8.0 16.0 0.7 2.1 25.7 0.0 66.0 1.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 549 790 352 219 451 201 721 1862 226 1862 V/C Ratio(X) 1.82 1.34 0.03 1.60 1.44 0.05 0.01 0.59 1.91 0.05 Avail Cap(c_a), veh/h 549 790 352 219 451 201 721 1862 226 1862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.0 46.0 35.5 56.0 52.0 45.4 13.0 17.9 0.0 45.2 12.5 0.0 Incr Delay (d2), s/veh 377.4 162.4 0.1 288.2 210.4 0.2 0.0 1.1 0.0 423.4 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 36.7 29.1 0.2 12.0 19.7 0.3 0.1 9.5 0.0 33.4 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 427.4 208.4 35.6 344.2 262.4 45.6 13.0 19.0 0.0 468.6 12.6 0.0 LnGrp LOS F F D F F D B B F B
Approach Vol, veh/h 2070 1010 1100 A 530 A
Approach Delay, s/veh 313.4 288.6 19.0 382.6
Approach LOS F F B F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 34.0 72.0 26.0 22.0 72.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 8.0 28.0 66.0 20.0 16.0 66.0 Max Q Clear Time (g_c+I1), s 10.0 30.0 68.0 22.0 18.0 27.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 18.5
Intersection Summary
HCM 6th Ctrl Delay 247.1
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
100: CHRISMAN & SCHULTE ROAD Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 100
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 960 360 100 470 330 130
Future Volume (veh/h) 960 360 100 470 330 130
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 960 360 100 470 330 130
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 1046 930 126 920 479 376
Arrive On Green 0.62 0.62 0.07 0.27 0.14 0.14
Sat Flow, veh/h 1697 1510 1697 3474 3474 2657
Grp Volume(v), veh/h 960 360 100 470 330 130
Grp Sat Flow(s),veh/h/ln1697 1510 1697 1692 1692 1329
Q Serve(g_s), s 35.7 8.6 4.1 8.4 6.6 3.2
Cycle Q Clear(g_c), s 35.7 8.6 4.1 8.4 6.6 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1046 930 126 920 479 376
V/C Ratio(X) 0.92 0.39 0.79 0.51 0.69 0.35
Avail Cap(c_a), veh/h 1259 1120 143 1374 900 707
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 6.9 32.5 22.0 29.2 27.7
Incr Delay (d2), s/veh 9.6 0.3 23.5 0.4 1.8 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.3 0.1 2.4 3.0 2.6 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.7 7.2 56.0 22.4 30.9 28.2
LnGrp LOS C A E C C C
Approach Vol, veh/h 1320 570 460
Approach Delay, s/veh 17.8 28.3 30.2
Approach LOS B C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 23.4 48.0 9.3 14.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 53.0 6.0 19.0
Max Q Clear Time (g_c+I1), s 10.4 37.7 6.1 8.6
Green Ext Time (p_c), s 1.9 6.3 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
101: CHRISMAN & VALPICO RD. Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 101
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 10 420 40 40 110 30 200 10 20 570 120 Future Volume (veh/h) 230 10 420 40 40 110 30 200 10 20 570 120 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 230 10 420 40 40 0 30 200 10 20 570 120 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 760 14 585 294 222 388 1013 50 561 1045 466
Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.00 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1302 35 1480 237 563 1510 717 3281 163 1116 3385 1510 Grp Volume(v), veh/h 230 0 430 80 0 0 30 103 107 20 570 120 Grp Sat Flow(s),veh/h/ln1302 0 1515 800 0 1510 717 1692 1752 1116 1692 1510 Q Serve(g_s), s 0.0 0.0 6.5 0.3 0.0 0.0 1.0 1.2 1.2 0.4 3.8 1.6 Cycle Q Clear(g_c), s 3.8 0.0 6.5 6.8 0.0 0.0 4.8 1.2 1.2 1.6 3.8 1.6 Prop In Lane 1.00 0.98 0.50 1.00 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 760 0 599 516 0 388 523 541 561 1045 466 V/C Ratio(X) 0.30 0.00 0.72 0.16 0.00 0.08 0.20 0.20 0.04 0.55 0.26 Avail Cap(c_a), veh/h 1162 0 1066 888 0 644 1128 1167 960 2255 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.1 0.0 6.9 5.6 0.0 0.0 9.7 6.9 6.9 7.5 7.8 7.0 Incr Delay (d2), s/veh 0.2 0.0 1.6 0.1 0.0 0.0 0.1 0.2 0.2 0.0 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.9 0.2 0.0 0.0 0.1 0.2 0.2 0.0 0.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 0.0 8.5 5.7 0.0 0.0 9.8 7.1 7.1 7.5 8.2 7.3 LnGrp LOS A AAAA AAAAAA
Approach Vol, veh/h 660 80 A 240 710
Approach Delay, s/veh 7.8 5.7 7.4 8.0
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 12.3 14.7 12.3 14.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 19.0 18.0 19.0
Max Q Clear Time (g_c+I1), s 6.8 8.5 5.8 8.8
Green Ext Time (p_c), s 0.7 2.2 2.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy Transportation Master Plan Update Future 2042
102: Paradise Rd & Arbor Ave Timing Plan: PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 102
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 580 310 70 530 70 10 70 1160 1820 10 390 30 Future Volume (veh/h) 580 310 70 530 70 10 70 1160 1820 10 390 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 580 310 70 530 70 10 70 1160 1820 10 390 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 1027 267 60 623 103 15 579 1526 1701 16 580 651 Arrive On Green 0.31 0.19 0.19 0.19 0.07 0.07 0.34 0.45 0.45 0.01 0.12 0.12 Sat Flow, veh/h 3291 1407 318 3291 1524 218 1697 3385 2657 1697 4863 1510 Grp Volume(v), veh/h 580 0 380 530 0 80 70 1160 1820 10 390 30 Grp Sat Flow(s),veh/h/ln1646 0 1724 1646 0 1742 1697 1692 1329 1697 1621 1510 Q Serve(g_s), s 14.7 0.0 19.0 15.6 0.0 4.5 2.8 28.6 30.9 0.6 7.7 0.0 Cycle Q Clear(g_c), s 14.7 0.0 19.0 15.6 0.0 4.5 2.8 28.6 30.9 0.6 7.7 0.0 Prop In Lane 1.00 0.18 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1027 0 328 623 0 117 579 1526 1701 16 580 651 V/C Ratio(X) 0.56 0.00 1.16 0.85 0.00 0.68 0.12 0.76 1.07 0.61 0.67 0.05 Avail Cap(c_a), veh/h 1027 0 328 856 0 331 579 1526 1701 68 1410 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.00 0.79 1.00 0.00 1.00 0.41 0.41 0.41 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 0.0 40.5 39.2 0.0 45.6 22.6 22.9 9.4 49.3 42.2 16.5 Incr Delay (d2), s/veh 0.6 0.0 95.6 6.1 0.0 6.8 0.0 1.5 37.0 31.1 6.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 16.5 6.7 0.0 2.2 1.1 10.5 13.3 0.4 3.2 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 136.1 45.2 0.0 52.4 22.7 24.4 46.4 80.4 48.3 16.6 LnGrp LOS C A F D A D C C F F D B
Approach Vol, veh/h 960 610 3050 430
Approach Delay, s/veh 71.6 46.2 37.5 46.8
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 49.1 22.9 23.0 38.1 15.9 35.2 10.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 35.0 26.0 19.0 10.0 29.0 26.0 19.0 Max Q Clear Time (g_c+I1), s 2.6 32.9 17.6 21.0 4.8 9.7 16.7 6.5 Green Ext Time (p_c), s 0.0 2.0 1.4 0.0 0.0 2.2 1.6 0.2 Intersection Summary
HCM 6th Ctrl Delay 45.8
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
103: Paradise Rd & I-205 WB On-Ramp/I-205 WB-Off Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 103
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 440 0 70 0 2970 10 0 320 670 Future Volume (veh/h) 0 0 0 440 0 70 0 2970 10 0 320 670 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 0 1781 1781 0 1781 1781 Adj Flow Rate, veh/h 440 0 70 0 2970 10 0 320 670
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 888088088
Cap, veh/h 653 0 194 0 3720 1155 0 2589 2033
Arrive On Green 0.13 0.00 0.13 0.00 0.76 0.76 0.00 0.76 0.76 Sat Flow, veh/h 5090 0 1510 0 5024 1510 0 3474 2657
Grp Volume(v), veh/h 440 0 70 0 2970 10 0 320 670
Grp Sat Flow(s),veh/h/ln 1697 0 1510 0 1621 1510 0 1692 1329 Q Serve(g_s), s 6.2 0.0 3.2 0.0 27.6 0.1 0.0 1.8 5.9
Cycle Q Clear(g_c), s 6.2 0.0 3.2 0.0 27.6 0.1 0.0 1.8 5.9 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 653 0 194 0 3720 1155 0 2589 2033 V/C Ratio(X) 0.67 0.00 0.36 0.00 0.80 0.01 0.00 0.12 0.33 Avail Cap(c_a), veh/h 1222 0 362 0 3720 1155 0 2589 2033 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 0.39 0.39 0.00 0.83 0.83 Uniform Delay (d), s/veh 31.2 0.0 29.9 0.0 5.3 2.1 0.0 2.3 2.8 Incr Delay (d2), s/veh 1.2 0.0 1.1 0.0 0.7 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 2.5 0.0 1.2 0.0 3.1 0.0 0.0 0.3 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 0.0 31.0 0.0 6.1 2.1 0.0 2.4 3.1 LnGrp LOS C A C AAAAAA
Approach Vol, veh/h 510 2980 990
Approach Delay, s/veh 32.2 6.0 2.9
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 61.4 61.4 13.6
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 49.0 49.0 18.0
Max Q Clear Time (g_c+I1), s 29.6 7.9 8.2
Green Ext Time (p_c), s 17.8 5.4 1.4
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
104: Paradise Rd & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 104
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 600 0 20 0000 2380 1180 60 690 0 Future Volume (veh/h) 600 0 20 0000 2380 1180 60 690 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 1781 1781 1781 0 1781 1781 1781 1781 0 Adj Flow Rate, veh/h 600 0 20 0 2380 1180 60 690 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 8 8 088880
Cap, veh/h 835 0 495 0 3019 1649 74 3510 0
Arrive On Green 0.16 0.00 0.16 0.00 0.62 0.62 0.04 0.72 0.00 Sat Flow, veh/h 5090 0 3019 0 5024 2657 1697 5024 0
Grp Volume(v), veh/h 600 0 20 0 2380 1180 60 690 0
Grp Sat Flow(s),veh/h/ln1697 0 1510 0 1621 1329 1697 1621 0 Q Serve(g_s), s 7.8 0.0 0.4 0.0 25.4 21.2 2.5 3.2 0.0
Cycle Q Clear(g_c), s 7.8 0.0 0.4 0.0 25.4 21.2 2.5 3.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 835 0 495 0 3019 1649 74 3510 0
V/C Ratio(X) 0.72 0.00 0.04 0.00 0.79 0.72 0.81 0.20 0.00 Avail Cap(c_a), veh/h 1309 0 776 0 3019 1649 97 3510 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 0.42 0.42 0.95 0.95 0.00 Uniform Delay (d), s/veh 27.7 0.0 24.6 0.0 9.9 9.1 33.2 3.2 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.0 0.9 1.1 29.0 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 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.1 0.0 5.9 4.1 1.5 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 0.0 24.7 0.0 10.8 10.2 62.2 3.3 0.0 LnGrp LOS C A C ABBEAA
Approach Vol, veh/h 620 3560 750
Approach Delay, s/veh 28.8 10.6 8.0
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.1 47.5 15.5 54.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 36.0 18.0 44.0
Max Q Clear Time (g_c+I1), s 4.5 27.4 9.8 5.2
Green Ext Time (p_c), s 0.0 8.2 1.7 5.1
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
105: Paradise Rd & Chrisman Rd Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 105
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2270 40 70 640 50 1290
Future Volume (veh/h) 2270 40 70 640 50 1290
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 1781 1781 1781 1781 1781 1781
Adj Flow Rate, veh/h 2270 40 70 640 50 1290
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 8 88888
Cap, veh/h 2547 45 157 2260 661 1342
Arrive On Green 0.34 0.34 0.05 0.46 0.39 0.39
Sat Flow, veh/h 7738 130 3291 5024 1697 3442
Grp Volume(v), veh/h 1771 539 70 640 50 1290
Grp Sat Flow(s),veh/h/ln1443 1758 1646 1621 1697 1147
Q Serve(g_s), s 16.0 16.0 1.1 4.5 1.0 20.1
Cycle Q Clear(g_c), s 16.0 16.0 1.1 4.5 1.0 20.1
Prop In Lane 0.07 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1987 605 157 2260 661 1342
V/C Ratio(X) 0.89 0.89 0.45 0.28 0.08 0.96
Avail Cap(c_a), veh/h 1994 607 239 2387 661 1342
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.98 0.98 0.09 0.09
Uniform Delay (d), s/veh 17.1 17.1 25.5 9.1 10.5 16.4
Incr Delay (d2), s/veh 0.5 1.7 1.9 0.1 0.0 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 5.3 0.4 1.1 0.3 4.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 18.8 27.4 9.1 10.6 19.0
LnGrp LOS B B C A B B
Approach Vol, veh/h 2310 710 1340
Approach Delay, s/veh 17.9 10.9 18.7
Approach LOS B B B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 25.4 6.6 22.9 29.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 4.0 19.0 27.0
Max Q Clear Time (g_c+I1), s 22.1 3.1 18.0 6.5
Green Ext Time (p_c), s 0.0 0.0 1.0 3.9
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
106: PARADISE RD & GRANT LINE RD Timing Plan: PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 106
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 750 740 10 30 300 30 10 410 80 60 10 10 Future Volume (veh/h) 750 740 10 30 300 30 10 410 80 60 10 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 750 740 10 30 300 30 10 410 80 60 10 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 8 88888888888
Cap, veh/h 696 1700 758 37 385 172 16 378 74 63 515 768 Arrive On Green 0.41 0.50 0.50 0.02 0.11 0.11 0.01 0.26 0.26 0.04 0.29 0.29 Sat Flow, veh/h 1697 3385 1510 1697 3385 1510 1697 1448 283 1697 1781 2657 Grp Volume(v), veh/h 750 740 10 30 300 30 10 0 490 60 10 10 Grp Sat Flow(s),veh/h/ln1697 1692 1510 1697 1692 1510 1697 0 1731 1697 1781 1329 Q Serve(g_s), s 44.0 14.9 0.4 1.9 9.2 1.9 0.6 0.0 28.0 3.8 0.4 0.3 Cycle Q Clear(g_c), s 44.0 14.9 0.4 1.9 9.2 1.9 0.6 0.0 28.0 3.8 0.4 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 696 1700 758 37 385 172 16 0 452 63 515 768 V/C Ratio(X) 1.08 0.44 0.01 0.80 0.78 0.17 0.61 0.00 1.08 0.95 0.02 0.01 Avail Cap(c_a), veh/h 696 1989 887 95 789 352 63 0 452 63 515 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 17.0 13.4 52.2 46.2 42.9 52.9 0.0 39.6 51.5 27.3 27.2 Incr Delay (d2), s/veh 56.8 0.1 0.0 31.2 1.3 0.2 32.0 0.0 66.9 94.4 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 27.5 5.3 0.1 1.1 3.8 0.7 0.4 0.0 20.0 3.2 0.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.4 17.1 13.4 83.4 47.5 43.1 84.9 0.0 106.5 145.9 27.3 27.2 LnGrp LOS F B B F D D F A F F C C
Approach Vol, veh/h 1500 360 500 80
Approach Delay, s/veh 52.7 50.1 106.1 116.3
Approach LOS D D F F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.4 59.8 8.0 33.0 48.0 18.2 5.0 36.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 6.0 63.0 4.0 28.0 44.0 25.0 4.0 28.0 Max Q Clear Time (g_c+I1), s 3.9 16.9 5.8 30.0 46.0 11.2 2.6 2.4 Green Ext Time (p_c), s 0.0 3.3 0.0 0.0 0.0 1.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 65.3
HCM 6th LOS E

LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Categ
ory: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOW
S
95% BA CK OF
QUEUECap.

Deg.

Satn
Lane
Util.

Aver.

Delay
Level of
Service
Lane
Conf ig
Lane
Length
Cap.

Adj.

Prob.

Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South:

Eleventh St
Lane 1
d
669 3.
0 985 0.679 100 14.4 LOS B 8.8 225.3 Full 1600 0.0 0.0
Lane 2 255 3
.0 985 0.258 38
6 6.2 LOS A 1.1 28.6 Full 1600 0.0 0.0
Lane 3 348 3
.0 1626 0.214 31
5 7.4 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 1272 3.0 0.679 10.8 LOS B 8.8 225.3
East: Kasson Rd
Lane 1
d
2283

3.0 585 3.904 100 1328.0 LOS F 552.7 14149.8 Full 1600 0.0 100.0 Approach 2283 3.0 3.904 1328.0 LOS F 552.7 14149.8
North: Eleventh St
Lane 1 10 0
0 3.0 760 1.316 100 169.5 LOS F 94.3 2413.0 Full 1600 0.0 18.9 Lane 2
d
1000

3.0 760 1.316 100 170.7 LOS F 94.3 2413.0 Full 1600 0.0 18.9 Approach 2000 3.0 1.316 170.1 LOS F 94.3 2413.0
West: W. Grant Line Rd
Lane 1
d
489 3
.0 341 1.435 100 244.0 LOS F 54.4 1392.7 Full 1600 0.0 1.0 Approach 489 3.0 1.435 244.0 LOS F 54.4 1392.7
Intersection 6043 3.0 3.904 579.9 LOS F 552.7 14149.8
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Elev
enth St
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL Ov.
%
Ov.

Lane
No.From S
To Exit: W N E
Lane 1 54 6
15 - 669 3.0 985 0.679 100 NA NA
Lane 2 - 255 -
255 3.0 985 0.258 38
6 NA NA
Lane 3 - - 34
8 348 3.0 1626 0.214 31
5 NA NA
Approach 54 870 348 1272 3.0 0.679
East: Kasson Rd
Mov. L2 T1 R 2
Total %HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL Ov.
%
Ov.

Lane
No.From E
To Exit: S W N
Lane 1 12 2
8 1043 11 2283 3.0 585 3.904 100 NA NA
Approach 1228 1043 11 2283 3.0 3.904
North: Eleventh St
Mov. L2 T1 R 2
Total %HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL Ov.
%
Ov.

Lane
No.From N
To Exit: E S W
Lane 1 11 989 - 1000 3.0 760 1.316 1 00 NA NA
Lane 2 - 707 293 1000 3.0 760 1.316 100 NA NA
Approach 11 1696 293 2000 3.0 1.316
West: W. Grant Line Rd
Mov. L2 T1 R 2
Total %HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL Ov.
%
Ov.

Lane
No.From W
To Exit: N E
S
Lane 1 76 402 11 489 3.0 341 1.435 100 NA NA
Approach 76 402 11 489 3.0 1.435
Total %HV Deg.Satn (v/c)
Intersecti
on 6043 3.0 3.904
Lane flow
rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Pe rcent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity D
eg.

Satn
Min.

Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit:

Eleventh St
Merge Type:

Not Applied
Full Length Lane 1 Merge Analysis not applied.

Full Leng
th Lane 2 Merge Analysis not applied.

East Exit: Kasson Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 8 9 3.00 2.00 280 1792 0.156 2.0 3.2 Merge Lane 1
- 100.0 Merge Lane is not Opposed 8 1800 0.005 0.0 0.0
East Exit: Kasson Rd
Merge Type: Priority
Exit Short Lane 3 200 0.0 280 289 3.00 2.00 348 1532 0.227 2.4 4.2 Merge Lane 2
200 100.0 Merge Lane is not Opposed 280 1800 0.156 0.0 0.0 North Exit: Eleventh St
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.

Full Leng
th Lane 2 Merge Analysis not applied.

West Exit: W. Grant Line Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 54 56 3.00 2.00 490 1745 0.281 2.1 4.3 Merge Lane 1
- 100.0 Merge Lane is not Opposed 54 1800 0.030 0.0 0.0

LANE SUMMAR
Y
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Eleventh St
Lane 1
d
756

3.0 785

0.963
100

46.5 LOS E

25.5 651.9
Full
1600

0.0 0.0
Lane 2
287

3.0 785

0.366
38 6

9.0 LOS
A

1.7 43.7
Full
1600

0.0 0.0
Lane 3
1000

3.0 1626

0.615
64 5

15.1 LOS C

0.0 0.0
Full
1600

0.0 0.0
Approach
2043

3.0 0.963

25.9 LOS D

25.5 651.9
East: Kasson Rd
Lane 1
d
739

3.0 461

1.603
100
304.9
LOS F

97.0 2484.2
Full
1600

0.0 20.0
Approach
739

3.0 1.603
304.9
LOS F

97.0 2484.2
North: Eleventh St
Lane 1
380

3.0 879

0.433
100

9.3 LOS
A

2.4 61.2
Full
1600

0.0 0.0
Lane 2
d
380

3.0 879

0.433
100

9.8 LOS
A

2.4 61.2
Full
1600

0.0 0.0
Approach
761

3.0 0.433

9.5 LOS
A

2.4 61.2
W
est: W
. Grant Line Rd
Lane 1
d
978

3.0 596

1.643
100
317.2
LOS F
132.6
3394.3
Full
1600

0.0 36.1
Approach
978

3.0 1.643
317.2
LOS F
132.6
3394.3
Intersectio
n
4522

3.0 1.643
131.7
LOS F
132.6
3394.3
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
5 Lane under
-utilisation found by the program
6 Lane under
-utilisation due to downstream ef
fects
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Eleventh St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
1 1
745
-
756

3.0 785

0.963
100
NA
NA
Lane 2
-
287
-
287

3.0 785

0.366
38 6
NA
NA
Lane 3
-
-
1000
1000

3.0 1626

0.615
64 5
NA
NA
Approach
1 1
1033
1000
2043

3.0 0.963
East: Kasson Rd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N

Lane 1
391
337
1 1
739

3.0 461

1.603
100
NA
NA
Approach
391
337
1 1
739

3.0 1.603
North: Eleventh St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
1 1
370
-
380

3.0 879

0.433
100
NA
NA
Lane 2
-
326
54 380

3.0 879

0.433
100
NA
NA
Approach
1 1
696
54 761

3.0 0.433
W
est: W
. Grant Line Rd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
359
609
1 1
978

3.0 596

1.643
100
NA
NA
Approach
359
609
1 1
978

3.0 1.643
T
otal
%HV
Deg.Satn (v/c)
Intersection
4522

3.0 1.643
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.
5 Lane under
-utilisation found by the program
6 Lane under
-utilisation due to downstream ef
fects
Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Eleventh St
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

Full Length Lane
2 Merge
Analysis not applied.

East Exit: Kasson Rd
Merge
T
ype:

Priority
Exit Short Lane
2 200

0.0 1
1 1
1 3.00

2.00 371
1789

0.207

2.0 3.6
Merge Lane
1 -
100.0
Merge Lane is not Opposed
1 1
1800

0.006

0.0 0.0
East Exit: Kasson Rd
Merge
T
ype:

Priority
Exit Short Lane
3 200

0.0 371
382

3.00 2.00
1000
1453

0.688

2.5 1

1.2 Merge Lane
2 200
100.0
Merge Lane is not Opposed
371
1800

0.206

0.0 0.0
North Exit: Eleventh St
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

Full Length Lane
2 Merge
Analysis not applied.

W
est Exit: W
. Grant Line Rd
Merge
T
ype:

Priority
Exit Short Lane
2 200

0.0 1
1 1
1 3.00

2.00 265
1789

0.148

2.0 3.1
Merge Lane
1 -
100.0
Merge Lane is not Opposed
1 1
1800

0.006

0.0 0.0
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:

T
uesday
, January
18, 2022 1:05:52 PM
Project:

K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2022\04
Analysis\Sidra\Cumulative\Int
ersection 107
-
Eleventh
& Grant Line.sip9

APPENDIX G

LEVEL OF SERVICE CALCULATION WORKSHEETS WITHOUT

CUT-THROUGH TRAFFIC AND PEAK SPREADING

Tracy 2020 TMP Existing
1: International Pkwy & I-205 WB On-Ramp Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 564 323 178 8 167 0 0 647 656 Future Volume (veh/h) 0 0 0 564 323 178 8 167 0 0 647 656 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1678 1678 1678 1678 1678 0 0 1678 1678 Adj Flow Rate, veh/h 620 355 196 9 184 0 0 711 721
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 15 15 15 15 15 0 0 15 15
Cap, veh/h 417 239 1008 29 1507 0 0 1846 573
Arrive On Green 0.42 0.40 0.40 0.02 0.47 0.00 0.00 0.40 0.40 Sat Flow, veh/h 1034 592 2502 1598 3272 0 0 4731 1422
Grp Volume(v), veh/h 975 0 196 9 184 0 0 711 721
Grp Sat Flow(s),veh/h/ln 1626 0 1251 1598 1594 0 0 1527 1422 Q Serve(g_s), s 35.0 0.0 4.4 0.5 2.8 0.0 0.0 9.5 35.0
Cycle Q Clear(g_c), s 35.0 0.0 4.4 0.5 2.8 0.0 0.0 9.5 35.0 Prop In Lane 0.64 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 655 0 1008 29 1507 0 0 1846 573
V/C Ratio(X) 1.49 0.00 0.19 0.31 0.12 0.00 0.00 0.39 1.26 Avail Cap(c_a), veh/h 655 0 1008 644 1507 0 0 1846 573
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 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 16.8 42.1 12.8 0.0 0.0 18.3 25.9 Incr Delay (d2), s/veh 227.7 0.0 0.1 2.3 0.0 0.0 0.0 0.0 130.0 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 53.7 0.0 1.2 0.2 0.9 0.0 0.0 3.0 31.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 253.3 0.0 16.9 44.4 12.8 0.0 0.0 18.4 156.0 LnGrp LOS F A B D BAABF
Approach Vol, veh/h 1171 193 1432
Approach Delay, s/veh 213.7 14.3 87.6
Approach LOS F B F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 46.8 6.1 40.7 40.1
Change Period (Y+Rc), s 5.7 4.5 5.7 5.1
Max Green Setting (Gmax), s 35.0 35.0 35.0 35.0
Max Q Clear Time (g_c+I1), s 4.8 2.5 37.0 37.0
Green Ext Time (p_c), s 0.7 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 135.4
HCM 6th LOS F
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2: International Pkwy & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 0 28 0000 1 2 7 1 5 40 1056 0 Future Volume (veh/h) 48 0 28 0000 1 2 7 1 5 40 1056 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 1678 1678 1678 0 1678 1678 0 1678 0 Adj Flow Rate, veh/h 51 0 29 0 134 162 0 1112 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 15 15 15 0 15 15 0 15 0
Cap, veh/h 415 0 185 0 1618 722 0 1618 0
Arrive On Green 0.13 0.00 0.13 0.00 0.51 0.51 0.00 0.51 0.00 Sat Flow, veh/h 3196 0 1422 0 3272 1422 0 3355 0
Grp Volume(v), veh/h 51 0 29 0 134 162 0 1112 0
Grp Sat Flow(s),veh/h/ln1598 0 1422 0 1594 1422 0 1594 0 Q Serve(g_s), s 0.4 0.0 0.5 0.0 0.6 1.9 0.0 7.9 0.0
Cycle Q Clear(g_c), s 0.4 0.0 0.5 0.0 0.6 1.9 0.0 7.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 415 0 185 0 1618 722 0 1618 0
V/C Ratio(X) 0.12 0.00 0.16 0.00 0.08 0.22 0.00 0.69 0.00 Avail Cap(c_a), veh/h 3753 0 1670 0 3743 1670 0 3743 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.5 0.0 11.5 0.0 3.8 4.1 0.0 5.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 0.0 0.1 0.0 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 0.0 11.7 0.0 3.8 4.1 0.0 5.7 0.0 LnGrp LOS B A B AAAAAA
Approach Vol, veh/h 80 296 1112
Approach Delay, s/veh 11.6 4.0 5.7
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 20.8 9.0 20.8
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 35.0 35.0 35.0
Max Q Clear Time (g_c+I1), s 3.9 2.5 9.9
Green Ext Time (p_c), s 0.7 0.0 5.3
Intersection Summary
HCM 6th Ctrl Delay 5.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Tracy 2020 TMP Existing
4: International Pkwy & Promontory Pkwy Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 2 2 4 294 854 14
Future Volume (veh/h) 2 2 4 294 854 14
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 1678 1678 1678 1678 1678 1678
Adj Flow Rate, veh/h 2 2 4 323 938 15
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 15 15 15 15 15 15
Cap, veh/h 9 8 9 1278 1110 940
Arrive On Green 0.01 0.01 0.01 0.76 0.66 0.66
Sat Flow, veh/h 1598 1422 1598 1678 1678 1422
Grp Volume(v), veh/h 2 2 4 323 938 15
Grp Sat Flow(s),veh/h/ln1598 1422 1598 1678 1678 1422
Q Serve(g_s), s 0.1 0.1 0.1 2.4 18.1 0.2
Cycle Q Clear(g_c), s 0.1 0.1 0.1 2.4 18.1 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 9 8 9 1278 1110 940
V/C Ratio(X) 0.23 0.26 0.46 0.25 0.85 0.02
Avail Cap(c_a), veh/h 759 675 759 1594 1594 1351
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.8 20.9 20.9 1.5 5.5 2.4
Incr Delay (d2), s/veh 13.0 16.8 33.7 0.1 3.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.1 0.1 0.0 3.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 37.6 54.6 1.6 8.5 2.4
LnGrp LOS C D D A A A
Approach Vol, veh/h 4 327 953
Approach Delay, s/veh 35.7 2.2 8.4
Approach LOS D A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s4.2 33.6 4.2 37.9
Change Period (Y+Rc), s 4.0 5.8 4.0 5.8
Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0
Max Q Clear Time (g_c+I1), s 2.1 20.1 2.1 4.4
Green Ext Time (p_c), s 0.0 7.8 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 6.9
HCM 6th LOS A
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5: Mountain House Parkway/International Pkwy & Old Schulte Road Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 22 219 676 74 152 66 106 180 105 860 27 Future Volume (veh/h) 29 22 219 676 74 152 66 106 180 105 860 27 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 1060 1589 1678 1060 1589 1324 1060 1589 1678 1060 1589 1678 Adj Flow Rate, veh/h 31 24 235 727 80 163 71 114 194 113 925 29 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 71 471 221 611 633 529 80 724 339 144 707 332 Arrive On Green 0.07 0.16 0.16 0.31 0.40 0.40 0.08 0.24 0.24 0.07 0.23 0.23 Sat Flow, veh/h 1009 3020 1416 1958 1589 1121 1009 3020 1416 1958 3020 1416 Grp Volume(v), veh/h 31 24 235 727 80 163 71 114 194 113 925 29 Grp Sat Flow(s),veh/h/ln1009 1510 1416 979 1589 1121 1009 1510 1416 979 1510 1416 Q Serve(g_s), s 3.8 0.9 20.0 40.0 4.1 11.5 8.9 3.8 15.5 7.3 30.0 2.1 Cycle Q Clear(g_c), s 3.8 0.9 20.0 40.0 4.1 11.5 8.9 3.8 15.5 7.3 30.0 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 71 471 221 611 633 529 80 724 339 144 707 332 V/C Ratio(X) 0.44 0.05 1.06 1.19 0.13 0.31 0.89 0.16 0.57 0.78 1.31 0.09 Avail Cap(c_a), veh/h 158 471 221 611 633 529 158 825 387 382 707 332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 57.1 46.0 54.1 44.1 24.4 20.9 58.4 38.5 42.9 58.4 49.1 38.4 Incr Delay (d2), s/veh 4.2 0.0 78.2 100.9 0.1 0.3 25.9 0.1 1.5 9.0 148.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.3 11.7 17.9 1.5 3.0 2.8 1.4 5.4 1.9 25.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 46.0 132.2 145.0 24.5 21.3 84.3 38.6 44.5 67.3 197.8 38.5 LnGrp LOS E D F F C C F D D E F D
Approach Vol, veh/h 290 970 379 1067
Approach Delay, s/veh 117.5 114.2 50.2 179.7
Approach LOS F F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.4 37.7 47.0 27.0 17.1 37.0 16.0 58.0 Change Period (Y+Rc), s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting (Gmax), s 25.0 35.0 40.0 20.0 20.0 30.0 20.0 20.0 Max Q Clear Time (g_c+I1), s 9.3 17.5 42.0 22.0 10.9 32.0 5.8 13.5 Green Ext Time (p_c), s 0.3 1.1 0.0 0.0 0.1 0.0 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 131.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
6: International Pkwy & I-580 WB Off-Ramp Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 381 1 269 2 92 0 0 958 827 Future Volume (veh/h) 0 0 0 381 1 269 2 92 0 0 958 827
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1678 1678 1678 1678 1678 0 0 1678 1678 Adj Flow Rate, veh/h 410 1 0 2 99 0 0 1030 889
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 15 15 15 15 15 0 0 15 15
Cap, veh/h 731 2 2 118 0 0 624 529
Arrive On Green 0.46 0.46 0.00 0.07 0.07 0.00 0.00 0.37 0.37 Sat Flow, veh/h 1594 4 1422 33 1643 0 0 1678 1422
Grp Volume(v), veh/h 411 0 0 101 0 0 0 1030 889
Grp Sat Flow(s),veh/h/ln 1598 0 1422 1676 0 0 0 1678 1422 Q Serve(g_s), s 31.9 0.0 0.0 10.1 0.0 0.0 0.0 63.2 63.2 Cycle Q Clear(g_c), s 31.9 0.0 0.0 10.1 0.0 0.0 0.0 63.2 63.2 Prop In Lane 1.00 1.00 0.02 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 733 0 120 0 0 0 624 529
V/C Ratio(X) 0.56 0.00 0.84 0.00 0.00 0.00 1.65 1.68
Avail Cap(c_a), veh/h 733 0 288 0 0 0 624 529
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 0.00 0.99 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 0.0 78.0 0.0 0.0 0.0 53.4 53.4 Incr Delay (d2), s/veh 3.1 0.0 0.0 5.8 0.0 0.0 0.0 300.3 315.0 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 13.1 0.0 0.0 4.5 0.0 0.0 0.0 77.9 68.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 0.0 0.0 83.8 0.0 0.0 0.0 353.7 368.4 LnGrp LOS D A F A A A F F
Approach Vol, veh/h 411 A 101 1919
Approach Delay, s/veh 36.7 83.8 360.5
Approach LOS D F F
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 18.0 69.0 83.0
Change Period (Y+Rc), s 5.8 5.8 5.1
Max Green Setting (Gmax), s 29.2 63.2 60.9
Max Q Clear Time (g_c+I1), s 12.1 65.2 33.9
Green Ext Time (p_c), s 0.1 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 294.3
HCM 6th LOS F
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
7: International Pkwy & I-580 EB Off-Ramp Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 2 14 0000 1 2 1 1 1 0 8 1230 0 Future Volume (veh/h) 85 2 14 0000 1 2 1 1 1 0 8 1230 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 1678 1678 1678 0 1678 1678 1678 1678 0 Adj Flow Rate, veh/h 91 2 0 0 13 12 116 1323 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 15 15 15 0 15 15 15 15 0
Cap, veh/h 107 2 0 172 146 98 1122 0
Arrive On Green 0.07 0.07 0.00 0.00 0.10 0.10 0.73 0.73 0.00 Sat Flow, veh/h 1565 34 1422 0 1678 1422 135 1536 0
Grp Volume(v), veh/h 93 0 0 0 13 12 1439 0 0
Grp Sat Flow(s),veh/h/ln1599 0 1422 0 1678 1422 1671 0 0 Q Serve(g_s), s 9.8 0.0 0.0 0.0 1.2 1.3 124.2 0.0 0.0
Cycle Q Clear(g_c), s 9.8 0.0 0.0 0.0 1.2 1.3 124.2 0.0 0.0 Prop In Lane 0.98 1.00 0.00 1.00 0.08 0.00
Lane Grp Cap(c), veh/h 110 0 0 172 146 1221 0 0
V/C Ratio(X) 0.85 0.00 0.00 0.08 0.08 1.18 0.00 0.00
Avail Cap(c_a), veh/h 215 0 0 172 146 1221 0 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 0.00 0.00 1.00 1.00 0.09 0.00 0.00 Uniform Delay (d), s/veh 78.3 0.0 0.0 0.0 69.0 69.1 22.9 0.0 0.0 Incr Delay (d2), s/veh 6.6 0.0 0.0 0.0 0.1 0.1 81.3 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 %ile BackOfQ(50%),veh/ln 4.2 0.0 0.0 0.0 0.5 0.5 69.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.9 0.0 0.0 0.0 69.1 69.1 104.2 0.0 0.0 LnGrp LOS F A A E E F A A
Approach Vol, veh/h 93 A 25 1439
Approach Delay, s/veh 84.9 69.1 104.2
Approach LOS F E F
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.2 16.8 130.0
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 6.2 22.9 124.2
Max Q Clear Time (g_c+I1), s 3.3 11.8 126.2
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 102.5
HCM 6th LOS F
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
8: Hansen Rd/Hansen Road & Capital Parks Dr Timing Plan: AM HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 60 0 0 182
Future Vol, veh/h 0 0 60 0 0 182
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 10 10 10 10 10 10
Mvmt Flow 0 0 65 0 0 198
Number of Lanes 1 01001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 0 7.6 8.3

HCM LOS - A A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 0%
Vol Thru, % 100% 100% 100%
Vol Right, % 0% 0% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 60 0 182
LT Vol 0 0 0
Through Vol 60 0 182
RT Vol 0 0 0
Lane Flow Rate 65 0 198
Geometry Grp 1 1 1
Degree of Util (X) 0.076 0 0.226
Departure Headway (Hd) 4.217 4.649 4.118
Convergence, Y/N Yes Yes Yes
Cap 847 0 874
Service Time 2.258 2.649 2.133
HCM Lane V/C Ratio 0.077 0 0.227
HCM Control Delay 7.6 7.6 8.3
HCM Lane LOS A N A
HCM 95th-tile Q 0.2 0 0.9
Tracy 2020 TMP Existing
9: Iron Horse Parkway/Hansen Rd & Promontory Pkwy Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 0 10 11 4 6 21 52 14 43 121 18 Future Volume (veh/h) 2 0 10 11 4 6 21 52 14 43 121 18
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 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 2 0 11 12 5 7 24 59 16 49 138 20
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, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 5 623 278 26 666 297 49 829 370 89 908 405
Arrive On Green 0.00 0.00 0.19 0.02 0.20 0.20 0.03 0.25 0.25 0.05 0.27 0.27 Sat Flow, veh/h 1668 3328 1485 1668 3328 1485 1668 3328 1485 1668 3328 1485 Grp Volume(v), veh/h 2 0 11 12 5 7 24 59 16 49 138 20
Grp Sat Flow(s),veh/h/ln1668 1664 1485 1668 1664 1485 1668 1664 1485 1668 1664 1485 Q Serve(g_s), s 0.0 0.0 0.2 0.3 0.0 0.1 0.5 0.5 0.3 1.1 1.2 0.4 Cycle Q Clear(g_c), s 0.0 0.0 0.2 0.3 0.0 0.1 0.5 0.5 0.3 1.1 1.2 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 5 623 278 26 666 297 49 829 370 89 908 405 V/C Ratio(X) 0.44 0.00 0.04 0.46 0.01 0.02 0.49 0.07 0.04 0.55 0.15 0.05 Avail Cap(c_a), veh/h 892 3561 1588 892 3561 1588 892 3561 1588 892 3561 1588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.6 0.0 12.4 18.2 12.0 12.0 17.9 10.7 10.7 17.3 10.3 10.0 Incr Delay (d2), s/veh 54.0 0.0 0.1 12.0 0.0 0.0 7.3 0.0 0.0 5.2 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 0.1 0.0 0.1 0.2 0.0 0.0 0.3 0.1 0.1 0.4 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.7 0.0 12.5 30.3 12.0 12.0 25.2 10.8 10.7 22.5 10.4 10.1 LnGrp LOS E A B C B B C B B C B B
Approach Vol, veh/h 13 24 99 207
Approach Delay, s/veh 21.8 21.1 14.2 13.2
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.6 11.7 6.0 15.1 4.1 12.2 5.1 16.0 Change Period (Y+Rc), s 4.0 * 4.7 4.0 5.8 4.0 * 4.7 4.0 5.8 Max Green Setting (Gmax), s 20.0 * 40 20.0 40.0 20.0 * 40 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.3 2.2 3.1 2.5 2.0 2.1 2.5 3.2 Green Ext Time (p_c), s 0.0 0.0 0.1 0.3 0.0 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
10: Old Schulte Road/Old Schulte Rd & Iron Horse Parkway Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 57 19 8 497 35 15 5 10 39 9 112 Future Volume (veh/h) 55 57 19 8 497 35 15 5 10 39 9 112 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 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 71 73 24 10 637 45 19 6 13 50 12 144 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 142 812 689 36 701 594 62 58 125 120 266 225 Arrive On Green 0.09 0.48 0.48 0.02 0.42 0.42 0.04 0.12 0.12 0.08 0.16 0.16 Sat Flow, veh/h 1598 1678 1422 1598 1678 1422 1598 472 1022 1598 1678 1422 Grp Volume(v), veh/h 71 73 24 10 637 45 19 0 19 50 12 144 Grp Sat Flow(s),veh/h/ln1598 1678 1422 1598 1678 1422 1598 0 1494 1598 1678 1422 Q Serve(g_s), s 3.4 1.9 0.7 0.5 28.8 1.5 0.9 0.0 0.9 2.4 0.5 7.7 Cycle Q Clear(g_c), s 3.4 1.9 0.7 0.5 28.8 1.5 0.9 0.0 0.9 2.4 0.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.68 1.00 1.00
Lane Grp Cap(c), veh/h 142 812 689 36 701 594 62 0 182 120 266 225 V/C Ratio(X) 0.50 0.09 0.03 0.28 0.91 0.08 0.31 0.00 0.10 0.42 0.05 0.64 Avail Cap(c_a), veh/h 296 829 702 296 829 702 296 0 277 296 311 263 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 35.2 11.3 11.0 38.9 22.1 14.2 37.9 0.0 31.6 35.8 28.9 31.9 Incr Delay (d2), s/veh 2.7 0.1 0.0 4.2 13.1 0.1 2.8 0.0 0.4 2.3 0.1 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.6 0.2 0.2 12.4 0.5 0.4 0.0 0.3 1.0 0.2 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 11.3 11.0 43.1 35.2 14.2 40.6 0.0 32.0 38.1 29.0 37.0 LnGrp LOS D B B D D B D A C D C D
Approach Vol, veh/h 168 692 38 206
Approach Delay, s/veh 22.5 34.0 36.3 36.8
Approach LOS CCDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.3 45.7 11.6 15.4 13.7 40.4 8.6 18.3 Change Period (Y+Rc), s 6.5 6.5 5.5 5.5 6.5 6.5 5.5 5.5 Max Green Setting (Gmax), s 15.0 40.0 15.0 15.0 15.0 40.0 15.0 15.0 Max Q Clear Time (g_c+I1), s 2.5 3.9 4.4 2.9 5.4 30.8 2.9 9.7 Green Ext Time (p_c), s 0.0 0.5 0.1 0.0 0.1 3.0 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
30: GRANT LINE RD & S Lammers Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 10
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 498 742 23 22 39
Future Vol, veh/h 10 498 742 23 22 39
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 33333
Mvmt Flow 11 541 807 25 24 42

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 832 0 - 0 1383 820
Stage 1 - - - - 820 -
Stage 2 - - - - 563 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 796 - - - 158 373
Stage 1 - - - - 431 -
Stage 2 - - - - 568 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 796 - - - 155 373
Mov Cap-2 Maneuver - - - - 155 -
Stage 1 - - - - 422 -
Stage 2 - - - - 568 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 24.8

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 796 - - - 247
HCM Lane V/C Ratio 0.014 - - - 0.268
HCM Control Delay (s) 9.6 0 - - 24.8
HCM Lane LOS A A - - C
HCM 95th %tile Q(veh) 0 - - - 1.1
Tracy 2020 TMP Existing
31: LAMMERS RD & BYRON Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 11
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 130 131 49 603 260 28
Future Volume (veh/h) 130 131 49 603 260 28
Initial Q (Qb), veh 000000
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 1856 1856 1900 1900
Adj Flow Rate, veh/h 141 142 53 655 283 30
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 333300
Cap, veh/h 233 235 151 854 400 42
Arrive On Green 0.27 0.27 0.09 0.46 0.25 0.25
Sat Flow, veh/h 848 854 1767 1856 1574 167
Grp Volume(v), veh/h 0 283 53 655 314 0
Grp Sat Flow(s),veh/h/ln 0 1702 1767 1856 1747 0
Q Serve(g_s), s 0.0 5.1 1.0 10.3 5.7 0.0
Cycle Q Clear(g_c), s 0.0 5.1 1.0 10.3 5.7 0.0
Prop In Lane 0.50 1.00 0.90 0.10
Lane Grp Cap(c), veh/h 0 468 151 854 444 0
V/C Ratio(X) 0.00 0.60 0.35 0.77 0.71 0.00
Avail Cap(c_a), veh/h 0 1918 857 2118 1993 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 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 11.1 15.1 7.9 11.9 0.0
Incr Delay (d2), s/veh 0.0 1.5 0.5 1.8 2.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.5 0.3 2.4 1.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.6 15.6 9.7 14.4 0.0
LnGrp LOS ABBABA
Approach Vol, veh/h 283 708 314
Approach Delay, s/veh 12.6 10.1 14.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.1 13.9 6.5 14.6
Change Period (Y+Rc), s * 5 5.0 3.5 5.0
Max Green Setting (Gmax), s * 40 40.0 17.0 39.5
Max Q Clear Time (g_c+I1), s 12.3 7.7 3.0 7.1
Green Ext Time (p_c), s 3.8 1.6 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
32: LAMMERS RD & ELEVENTH ST. Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 235 87 712 429 64 38 127 141 88 248 81 Future Volume (veh/h) 9 235 87 712 429 64 38 127 141 88 248 81 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 10 255 0 774 466 0 41 138 0 96 270 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 171 1178 798 2187 288 471 481 670
Arrive On Green 0.05 0.23 0.00 0.23 0.43 0.00 0.08 0.13 0.00 0.14 0.19 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 10 255 0 774 466 0 41 138 0 96 270 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 0.2 2.5 0.0 13.6 3.5 0.0 0.7 2.1 0.0 1.5 4.1 0.0 Cycle Q Clear(g_c), s 0.2 2.5 0.0 13.6 3.5 0.0 0.7 2.1 0.0 1.5 4.1 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 171 1178 798 2187 288 471 481 670 V/C Ratio(X) 0.06 0.22 0.97 0.21 0.14 0.29 0.20 0.40
Avail Cap(c_a), veh/h 967 4355 798 4355 967 820 798 820 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.4 18.8 0.0 23.0 10.8 0.0 25.7 23.7 0.0 23.0 21.5 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.0 24.6 0.1 0.0 0.1 0.5 0.0 0.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.0 7.4 1.0 0.0 0.3 0.9 0.0 0.6 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 19.0 0.0 47.6 10.9 0.0 25.8 24.2 0.0 23.2 21.9 0.0 LnGrp LOS C B D B C C C C
Approach Vol, veh/h 265 A 1240 A 179 A 366 A
Approach Delay, s/veh 19.3 33.8 24.5 22.3
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.5 18.1 8.5 15.5 6.4 30.2 11.9 12.1 Change Period (Y+Rc), s 6.5 6.1 5.5 6.1 5.5 6.1 5.5 6.1 Max Green Setting (Gmax), s 12.0 50.0 15.0 12.0 15.0 50.0 12.0 12.0 Max Q Clear Time (g_c+I1), s 15.6 4.5 2.7 6.1 2.2 5.5 3.5 4.1 Green Ext Time (p_c), s 0.0 2.5 0.0 0.5 0.0 4.9 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy 2020 TMP Existing
33: LAMMERS RD & Capital Parks Dr Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 13
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 46 62 348 84 436 432
Future Volume (veh/h) 46 62 348 84 436 432
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 1856 1856 1856 1856
Adj Flow Rate, veh/h 50 67 378 91 474 470
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333
Cap, veh/h 632 290 1413 439 692 2089
Arrive On Green 0.18 0.18 0.28 0.28 0.20 0.59
Sat Flow, veh/h 3428 1572 5233 1572 3428 3618
Grp Volume(v), veh/h 50 67 378 91 474 470
Grp Sat Flow(s),veh/h/ln1714 1572 1689 1572 1714 1763
Q Serve(g_s), s 0.6 2.0 3.1 2.4 6.9 3.4
Cycle Q Clear(g_c), s 0.6 2.0 3.1 2.4 6.9 3.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 632 290 1413 439 692 2089
V/C Ratio(X) 0.08 0.23 0.27 0.21 0.68 0.23
Avail Cap(c_a), veh/h 1594 731 3298 1024 1275 2098
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.2 18.7 15.1 14.8 19.9 5.2
Incr Delay (d2), s/veh 0.0 0.1 0.1 0.2 1.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.8 1.0 0.7 2.5 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.2 18.8 15.2 15.1 21.6 5.2
LnGrp LOS B B B B C A
Approach Vol, veh/h 117 469 944
Approach Delay, s/veh 18.5 15.2 13.4
Approach LOS B B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 37.9 15.9 16.9 21.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 32.0 25.0 20.0 35.0
Max Q Clear Time (g_c+I1), s 5.4 4.0 8.9 5.1
Green Ext Time (p_c), s 3.5 0.2 2.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B
Tracy 2020 TMP Existing
36: Lammers Rd & Redbridge Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 14
Intersection
Int Delay, s/veh 5.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 54 180 590 17 19 410
Future Vol, veh/h 54 180 590 17 19 410
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 320 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 100 100 100 100 100
Heavy Vehicles, % 3 33333
Mvmt Flow 59 180 590 17 19 410

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1047 599 0 0 607 0
Stage 1 599 -----
Stage 2 448 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 252 500 - - 966 -
Stage 1 547 -----
Stage 2 642 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 247 500 - - 966 -
Mov Cap-2 Maneuver 247 -----
Stage 1 547 -----
Stage 2 629 -----

Approach WB NB SB
HCM Control Delay, s 26.6 0 0.4

HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 399 966 -
HCM Lane V/C Ratio - - 0.598 0.02 -
HCM Control Delay (s) - - 26.6 8.8 -
HCM Lane LOS - - D A -
HCM 95th %tile Q(veh) - - 3.8 0.1 -
Tracy 2020 TMP Existing
37: Lammers Rd & Old Schulte Rd Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 15
Intersection
Intersection Delay, s/veh 41.3
Intersection LOS E
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 37 76 226 393 308 214
Future Vol, veh/h 37 76 226 393 308 214
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 333333
Mvmt Flow 42 85 254 442 346 240
Number of Lanes 100110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay 11.6 58.6 27.3

HCM LOS B F D

Lane NBLn1 EBLn1 SBLn1
Vol Left, % 37% 33% 0%
Vol Thru, % 63% 0% 59%
Vol Right, % 0% 67% 41%
Sign Control Stop Stop Stop
Traffic Vol by Lane 619 113 522
LT Vol 226 37 0
Through Vol 393 0 308
RT Vol 0 76 214
Lane Flow Rate 696 127 587
Geometry Grp 1 1 1
Degree of Util (X) 1.007 0.231 0.824
Departure Headway (Hd) 5.212 6.552 5.055
Convergence, Y/N Yes Yes Yes
Cap 696 546 716
Service Time 3.248 4.614 3.095
HCM Lane V/C Ratio 1 0.233 0.82
HCM Control Delay 58.6 11.6 27.3
HCM Lane LOS F B D
HCM 95th-tile Q 16.4 0.9 8.9
Tracy 2020 TMP Existing
38: Lammers Rd & Western Pacific Way Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 16
Intersection
Int Delay, s/veh 5.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 279 349 1 85 299
Future Vol, veh/h 2 279 349 1 85 299
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 3 33333
Mvmt Flow 2 324 406 1 99 348

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 953 407 0 0 407 0
Stage 1 407 -----
Stage 2 546 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 286 642 - - 1146 -
Stage 1 670 -----
Stage 2 578 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 255 642 - - 1146 -
Mov Cap-2 Maneuver 255 -----
Stage 1 670 -----
Stage 2 516 -----

Approach WB NB SB
HCM Control Delay, s 16.5 0 1.9

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 635 1146 -
HCM Lane V/C Ratio - - 0.515 0.086 -
HCM Control Delay (s) - - 16.5 8.4 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 3 0.3 -
Tracy 2020 TMP Existing
39: Lammers Rd & Valpico Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 17
Intersection
Int Delay, s/veh 9.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0060 3 4 7048 2 9 090
Future Vol, veh/h 0 0060 3 4 7048 2 9 090
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 - - - 0 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 84 100 84 100 84 84 84 84 100 Heavy Vehicles, % 0 00303933330
Mvmt Flow 0 0070 4 1 305 1 0 3 4 5 1 10

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 918 716 11 711 - 10 - 0 0 15 0 0
Stage 1 701 701 - 10 --------
Stage 2 217 15 - 701 --------
Critical Hdwy 7.1 6.5 6.2 7.13 - 6.23 - - - 4.13 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.13 --------
Critical Hdwy Stg 2 6.1 5.5 - 6.13 --------
Follow-up Hdwy 3.5 4 3.3 3.527 - 3.327 - - - 2.227 - -
Pot Cap-1 Maneuver 254 358 1076 347 0 1068 0 - - 1596 - - Stage 1 433 444 - 1008 0 - 0 -----
Stage 2 790 887 - 428 0 - 0 -----
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 130 280 1076 289 - 1068 - - - 1596 - - Mov Cap-2 Maneuver 130 280 - 289 --------
Stage 1 433 348 - 1008 --------
Stage 2 484 887 - 335 --------

Approach EB WB NB SB
HCM Control Delay, s 0 11 0 7.6

HCM LOS A B

Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) - - - 1021 1596 - -
HCM Lane V/C Ratio - - - 0.412 0.216 - -
HCM Control Delay (s) - - 0 11 7.9 0 -
HCM Lane LOS - - ABAA -
HCM 95th %tile Q(veh) - - - 2 0.8 - -
Tracy 2020 TMP Existing
47: Naglee Rd & Middle Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 18
Intersection
Int Delay, s/veh 6.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 25 377 111 0 9
Future Vol, veh/h 0 25 377 111 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 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 0 28 419 123 0 10

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 966 5 10 0 - 0
Stage 1 5 -----
Stage 2 961 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 281 1075 1603 - - -
Stage 1 1016 -----
Stage 2 370 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 202 1075 1603 - - -
Mov Cap-2 Maneuver 202 -----
Stage 1 731 -----
Stage 2 370 -----

Approach EB NB SB
HCM Control Delay, s 8.4 6.2 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1603 - 1075 - -
HCM Lane V/C Ratio 0.261 - 0.026 - -
HCM Control Delay (s) 8 0 8.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 1.1 - 0.1 - -
Tracy 2020 TMP Existing
48: Naglee Rd & Auto Plaza Dr Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 19
Intersection
Int Delay, s/veh 4.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 8 25 1 37 7 61 58 2 12 66 59
Future Vol, veh/h 15 8 25 1 37 7 61 58 2 12 66 59
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 - ----- 1 8 0-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 7 0 12 0 3 20 500000
Mvmt Flow 16 9 27 1 39 7 65 62 2 13 70 63

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 309 322 67 259 352 32 133 0 0 64 0 0 Stage 1 128 128 - 193 193 -------
Stage 2 181 194 - 66 159 -------
Critical Hdwy 7.64 6.5 7.14 7.5 6.56 7.3 4.2 - - 4.1 - - Critical Hdwy Stg 1 6.64 5.5 - 6.5 5.56 -------
Critical Hdwy Stg 2 6.64 5.5 - 6.5 5.56 -------
Follow-up Hdwy 3.57 4 3.42 3.5 4.03 3.5 2.25 - - 2.2 - - Pot Cap-1 Maneuver 608 599 951 678 569 979 1428 - - 1551 - - Stage 1 848 794 - 796 737 -------
Stage 2 789 744 - 943 763 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 547 566 951 624 538 979 1428 - - 1551 - - Mov Cap-2 Maneuver 547 566 - 624 538 -------
Stage 1 809 787 - 759 703 -------
Stage 2 706 710 - 899 756 -------

Approach EB WB NB SB
HCM Control Delay, s 10.5 11.8 3.9 0.6

HCM LOS B B

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1428 - - 707 580 1551 - -
HCM Lane V/C Ratio 0.045 - - 0.072 0.083 0.008 - -
HCM Control Delay (s) 7.6 - - 10.5 11.8 7.3 0 -
HCM Lane LOS A - - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.3 0 - -
Tracy 2020 TMP Existing
49: I-205 WB Off Ramp/Pavilion Pkwy & Naglee Rd Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 33 9 2 33 0 1152 31 341 8 4 20 Future Volume (veh/h) 14 33 9 2 33 0 1152 31 341 8 4 20 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 15 36 10 2 36 0 1252 34 371 9 4 22 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, % 333333333333
Cap, veh/h 64 356 159 26 493 0 1700 2043 911 23 179 152 Arrive On Green 0.02 0.10 0.10 0.01 0.10 0.00 0.50 0.58 0.58 0.01 0.10 0.10 Sat Flow, veh/h 3428 3526 1572 1767 5233 0 3428 3526 1572 1767 1856 1572 Grp Volume(v), veh/h 15 36 10 2 36 0 1252 34 371 9 4 22 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1689 0 1714 1763 1572 1767 1856 1572 Q Serve(g_s), s 0.2 0.5 0.3 0.1 0.4 0.0 15.9 0.2 7.1 0.3 0.1 0.7 Cycle Q Clear(g_c), s 0.2 0.5 0.3 0.1 0.4 0.0 15.9 0.2 7.1 0.3 0.1 0.7 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 356 159 26 493 0 1700 2043 911 23 179 152 V/C Ratio(X) 0.24 0.10 0.06 0.08 0.07 0.00 0.74 0.02 0.41 0.39 0.02 0.14 Avail Cap(c_a), veh/h 1513 2372 1058 1118 3408 0 2538 2655 1184 619 687 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 22.4 22.3 26.6 22.5 0.0 11.0 4.9 6.3 26.9 22.4 22.7 Incr Delay (d2), s/veh 1.9 0.1 0.1 1.5 0.1 0.0 0.8 0.0 0.3 10.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.1 0.0 0.1 0.0 4.7 0.1 1.7 0.2 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 22.5 22.5 28.1 22.6 0.0 11.7 4.9 6.6 37.4 22.5 23.1 LnGrp LOS CCCCC ABAADCC
Approach Vol, veh/h 61 38 1657 35
Approach Delay, s/veh 24.0 22.9 10.5 26.7
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.8 9.5 31.2 9.3 5.0 9.3 4.7 35.8 Change Period (Y+Rc), s * 4.7 4.9 4.6 5.3 * 4.2 4.9 * 4.2 5.3 Max Green Setting (Gmax), s * 34 36.0 40.0 19.0 * 24 36.0 * 19 40.0 Max Q Clear Time (g_c+I1), s 2.1 2.5 17.9 2.7 2.2 2.4 2.3 9.1 Green Ext Time (p_c), s 0.0 0.1 8.7 0.0 0.0 0.1 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
50: Park-n-Ride & Naglee Rd Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 226 4 6 985 37 10040 2 8
Future Volume (veh/h) 62 226 4 6 985 37 10040 2 8
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 67 246 4 7 1071 40 10040 3 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 276 2782 45 26 2008 75 4 155 0 15 167 141
Arrive On Green 0.16 0.54 0.54 0.01 0.40 0.40 0.00 0.00 0.00 0.01 0.00 0.09 Sat Flow, veh/h 1767 5134 83 1767 5012 187 1767 1856 0 1767 1856 1572 Grp Volume(v), veh/h 67 161 89 7 721 390 10040 3 0
Grp Sat Flow(s),veh/h/ln1767 1689 1841 1767 1689 1822 1767 1856 0 1767 1856 1572 Q Serve(g_s), s 1.7 1.2 1.2 0.2 8.3 8.4 0.0 0.0 0.0 0.1 0.0 0.9 Cycle Q Clear(g_c), s 1.7 1.2 1.2 0.2 8.3 8.4 0.0 0.0 0.0 0.1 0.0 0.9 Prop In Lane 1.00 0.05 1.00 0.10 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 1830 997 26 1353 730 4 155 0 15 167 141 V/C Ratio(X) 0.24 0.09 0.09 0.27 0.53 0.53 0.26 0.00 0.00 0.26 0.00 0.21 Avail Cap(c_a), veh/h 690 2636 1437 517 2636 1422 690 543 0 517 543 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 5.6 5.6 25.0 11.7 11.7 25.5 0.0 0.0 25.2 0.0 21.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.0 0.4 0.7 12.3 0.0 0.0 3.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.1 2.6 2.8 0.0 0.0 0.0 0.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 5.7 5.7 27.0 12.1 12.4 37.8 0.0 0.0 28.6 0.0 21.9 LnGrp LOS B A A C B B D A A C A C
Approach Vol, veh/h 317 1118 1 34
Approach Delay, s/veh 8.5 12.3 37.8 22.7
Approach LOS A B D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.3 32.3 4.6 9.1 12.5 25.0 4.9 8.8 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 15.0 40.0 20.0 15.0 20.0 40.0 15.0 15.0 Max Q Clear Time (g_c+I1), s 2.2 3.2 2.0 2.9 3.7 10.4 2.1 0.0 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 0.0 10.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
51: I-205 WB On Ramp/Naglee Rd & Grant Line Rd Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 472 54 0 463 185 0 0 0 245 123 546 Future Volume (veh/h) 107 472 54 0 463 185 0 0 0 245 123 546 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 1856 1856 1856 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 116 513 59 0 503 0 200 226 593
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33033 333
Cap, veh/h 269 1398 623 0 1246 812 853 723
Arrive On Green 0.08 0.40 0.40 0.00 0.25 0.00 0.46 0.46 0.46 Sat Flow, veh/h 3428 3526 1572 0 5233 1572 1767 1856 1572 Grp Volume(v), veh/h 116 513 59 0 503 0 200 226 593
Grp Sat Flow(s),veh/h/ln1714 1763 1572 0 1689 1572 1767 1856 1572 Q Serve(g_s), s 1.8 5.7 1.3 0.0 4.6 0.0 3.8 4.2 18.2
Cycle Q Clear(g_c), s 1.8 5.7 1.3 0.0 4.6 0.0 3.8 4.2 18.2 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 269 1398 623 0 1246 812 853 723
V/C Ratio(X) 0.43 0.37 0.09 0.00 0.40 0.25 0.27 0.82
Avail Cap(c_a), veh/h 1863 2747 1225 0 3947 1291 1356 1149 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 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 11.8 10.5 0.0 17.5 0.0 9.2 9.2 13.0 Incr Delay (d2), s/veh 1.1 0.4 0.2 0.0 0.5 0.0 0.2 0.2 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 %ile BackOfQ(50%),veh/ln 0.7 1.9 0.4 0.0 1.6 0.0 1.2 1.4 14.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.5 12.2 10.7 0.0 18.1 0.0 9.3 9.4 15.7 LnGrp LOS C BBAB AAB
Approach Vol, veh/h 688 503 A 1019
Approach Delay, s/veh 14.3 18.1 13.0
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 26.0 29.5 8.4 17.7
Change Period (Y+Rc), s 5.3 4.6 * 4.2 5.3
Max Green Setting (Gmax), s 42.0 40.0 * 30 42.0
Max Q Clear Time (g_c+I1), s 7.7 20.2 3.8 6.6
Green Ext Time (p_c), s 6.5 4.8 0.4 5.7
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
52: I-205 EAST OFF RAMP/I-205 EAST & Grant Line Rd Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 433 284 0 1 613 166 34 81 93 0 0 1 Future Volume (veh/h) 433 284 0 1 613 166 34 81 93 0 0 1 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 1856 1856 0 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 471 309 0 1 666 180 37 88 101
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 30333333
Cap, veh/h 605 2472 0 51 1167 310 305 0 272
Arrive On Green 0.34 0.70 0.00 0.28 0.30 0.28 0.17 0.17 0.17 Sat Flow, veh/h 1767 3618 0 1 3868 1027 1767 0 1572
Grp Volume(v), veh/h 471 309 0 319 264 264 37 0 101
Grp Sat Flow(s),veh/h/ln1767 1763 0 1855 1537 1504 1767 0 1572 Q Serve(g_s), s 16.9 2.0 0.0 0.0 10.2 10.6 1.2 0.0 4.0
Cycle Q Clear(g_c), s 16.9 2.0 0.0 10.4 10.2 10.6 1.2 0.0 4.0 Prop In Lane 1.00 0.00 0.00 0.68 1.00 1.00
Lane Grp Cap(c), veh/h 605 2472 0 577 464 454 305 0 272 V/C Ratio(X) 0.78 0.13 0.00 0.55 0.57 0.58 0.12 0.00 0.37 Avail Cap(c_a), veh/h 1082 3562 0 1233 1008 986 431 0 383 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 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 3.5 0.0 20.8 20.8 21.3 24.7 0.0 25.8 Incr Delay (d2), s/veh 5.9 0.0 0.0 1.2 1.6 1.7 0.2 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 %ile BackOfQ(50%),veh/ln 7.1 0.4 0.0 4.3 3.5 3.6 0.5 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 3.5 0.0 22.0 22.3 22.9 24.8 0.0 26.6 LnGrp LOS C A A CCCCAC
Approach Vol, veh/h 780 847 138
Approach Delay, s/veh 17.5 22.4 26.2
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 53.5 28.2 25.3 17.1
Change Period (Y+Rc), s 5.3 * 4.2 5.3 5.1
Max Green Setting (Gmax), s 70.0 * 43 45.0 17.0
Max Q Clear Time (g_c+I1), s 4.0 18.9 12.6 6.0
Green Ext Time (p_c), s 2.2 5.1 5.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
53: Crossroads Dr & Eleventh St Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 489 21 32 942 24 322 23 105 116 16 72 Future Volume (veh/h) 1 489 21 32 942 24 322 23 105 116 16 72 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 1 532 23 35 1024 26 350 25 114 126 17 78 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 33333333333
Cap, veh/h 4 1390 432 99 1664 516 374 514 436 183 49 224 Arrive On Green 0.00 0.27 0.27 0.06 0.33 0.33 0.21 0.28 0.28 0.10 0.17 0.17 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 289 1327 Grp Volume(v), veh/h 1 532 23 35 1024 26 350 25 114 126 0 95 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1767 1856 1572 1767 0 1617 Q Serve(g_s), s 0.0 6.0 0.8 1.4 12.1 0.8 13.8 0.7 4.0 4.9 0.0 3.7 Cycle Q Clear(g_c), s 0.0 6.0 0.8 1.4 12.1 0.8 13.8 0.7 4.0 4.9 0.0 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82
Lane Grp Cap(c), veh/h 4 1390 432 99 1664 516 374 514 436 183 0 273 V/C Ratio(X) 0.26 0.38 0.05 0.35 0.62 0.05 0.94 0.05 0.26 0.69 0.00 0.35 Avail Cap(c_a), veh/h 374 2499 776 374 2499 776 374 514 436 374 0 342 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 35.3 20.9 19.0 32.2 20.1 16.3 27.5 18.8 20.0 30.7 0.0 26.0 Incr Delay (d2), s/veh 12.4 0.2 0.1 0.8 0.5 0.1 30.5 0.0 0.3 1.7 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.2 0.3 0.6 4.2 0.3 8.6 0.3 1.4 2.1 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.7 21.1 19.0 33.0 20.6 16.3 58.0 18.8 20.3 32.4 0.0 26.6 LnGrp LOS D C B C C B E B C C A C
Approach Vol, veh/h 556 1085 489 221
Approach Delay, s/veh 21.1 20.9 47.2 29.9
Approach LOS CCDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.0 25.0 20.0 17.0 5.2 28.8 12.3 24.7 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 15.0 35.0 15.0 15.0 15.0 35.0 15.0 15.0 Max Q Clear Time (g_c+I1), s 3.4 8.0 15.8 5.7 2.0 14.1 6.9 6.0 Green Ext Time (p_c), s 0.0 5.0 0.0 0.2 0.0 9.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.