Cities Index.
Agenda, special meeting, second session

Tracy City Council
February 21, 2023

Document
Agenda, special meeting, second session
Meeting
February 21, 2023
Body
Tracy City Council
Pages
3
Original file
64.0 MB
Text extracted from the city's file for reading and search. Open the original on tracy-ca.granicus.com. That file is the official record.

Tracy 2020 TMP Existing
55: CORRAL HOLLOW RD & W. Larch Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 26
Intersection
Int Delay, s/veh 3.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 74 1 18 51 5 48
Future Vol, veh/h 74 1 18 51 5 48
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 82 1 20 57 6 53

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 114 49 0 0 77 0
Stage 1 49 -----
Stage 2 65 -----
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 880 1017 - - 1515 -
Stage 1 971 -----
Stage 2 955 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 876 1017 - - 1515 -
Mov Cap-2 Maneuver 876 -----
Stage 1 971 -----
Stage 2 951 -----

Approach WB NB SB
HCM Control Delay, s 9.5 0 0.7

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 878 1515 -
HCM Lane V/C Ratio - - 0.095 0.004 -
HCM Control Delay (s) - - 9.5 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Tracy 2020 TMP Existing
57: Corral Hollow Rd & Grant Line Rd Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 27
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 180 98 79 471 102 316 150 77 37 78 69 Future Volume (veh/h) 32 180 98 79 471 102 316 150 77 37 78 69 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 35 196 0 86 512 111 343 163 84 40 85 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, % 333333333333
Cap, veh/h 170 1166 486 796 172 892 841 375 350 570
Arrive On Green 0.10 0.23 0.00 0.14 0.28 0.24 0.18 0.24 0.24 0.10 0.16 0.00 Sat Flow, veh/h 1767 5066 1572 3428 2884 622 4983 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 35 196 0 86 312 311 343 163 84 40 85 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1714 1763 1744 1661 1763 1572 1714 1763 1572 Q Serve(g_s), s 1.0 1.7 0.0 1.2 8.7 8.8 3.4 2.1 2.4 0.6 1.2 0.0 Cycle Q Clear(g_c), s 1.0 1.7 0.0 1.2 8.7 8.8 3.4 2.1 2.4 0.6 1.2 0.0 Prop In Lane 1.00 1.00 1.00 0.36 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 1166 486 486 481 892 841 375 350 570 V/C Ratio(X) 0.21 0.17 0.18 0.64 0.65 0.38 0.19 0.22 0.11 0.15 Avail Cap(c_a), veh/h 857 4278 1663 1489 1472 2865 2977 1328 1663 2977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 Uniform Delay (d), s/veh 23.2 17.2 0.0 21.0 17.7 18.1 20.1 16.9 17.0 22.7 20.0 0.0 Incr Delay (d2), s/veh 0.6 0.1 0.0 0.2 1.4 1.5 0.3 0.1 0.3 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.6 0.0 0.4 3.2 3.2 1.2 0.7 0.8 0.2 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 17.2 0.0 21.2 19.2 19.6 20.4 17.0 17.3 22.8 20.2 0.0 LnGrp LOS C B C B B C B B C C
Approach Vol, veh/h 231 A 709 590 125 A
Approach Delay, s/veh 18.2 19.6 19.0 21.0
Approach LOS B B B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 17.3 11.9 16.8 14.0 13.0 9.3 19.4 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 25.0 45.0 25.0 45.0 30.0 45.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 2.6 4.4 3.2 3.7 5.4 3.2 3.0 10.8 Green Ext Time (p_c), s 0.1 1.1 0.3 0.9 1.6 0.3 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. Timing Plan: AM 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) 125 562 208 78 459 162 349 519 155 248 254 176 Future Volume (veh/h) 125 562 208 78 459 162 349 519 155 248 254 176 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 136 611 0 85 499 176 379 564 168 270 276 191 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 288 843 279 829 257 478 1894 845 368 1781 794 Arrive On Green 0.08 0.17 0.00 0.08 0.16 0.16 0.14 0.54 0.54 0.11 0.51 0.51 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 136 611 0 85 499 176 379 564 168 270 276 191 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 4.9 14.9 0.0 3.0 11.9 13.7 13.9 11.5 7.2 9.9 5.5 8.9 Cycle Q Clear(g_c), s 4.9 14.9 0.0 3.0 11.9 13.7 13.9 11.5 7.2 9.9 5.5 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 288 843 279 829 257 478 1894 845 368 1781 794 V/C Ratio(X) 0.47 0.72 0.30 0.60 0.68 0.79 0.30 0.20 0.73 0.15 0.24 Avail Cap(c_a), veh/h 343 1715 343 1715 532 501 1894 845 369 1781 794 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 56.8 51.4 0.0 56.2 50.4 51.2 54.1 16.6 15.6 56.2 17.3 18.1 Incr Delay (d2), s/veh 1.1 1.1 0.0 0.6 0.7 3.2 8.2 0.4 0.5 8.3 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 2.1 6.2 0.0 1.3 5.0 5.5 6.5 4.6 2.6 4.7 2.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.9 52.5 0.0 56.9 51.1 54.4 62.4 17.0 16.1 64.5 17.4 18.8 LnGrp LOS E D E D D EBBEBB
Approach Vol, veh/h 747 A 760 1111 737
Approach Delay, s/veh 53.5 52.5 32.3 35.0
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.6 25.6 16.9 73.8 13.9 25.3 21.1 69.7 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 11.0 42.0 12.0 43.0 11.0 42.0 17.0 38.0 Max Q Clear Time (g_c+I1), s 5.0 16.9 11.9 13.5 6.9 15.7 15.9 10.9 Green Ext Time (p_c), s 0.1 2.8 0.0 3.4 0.2 3.0 0.2 2.0 Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D
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 2020 TMP Existing
59: CORRAL HOLLOW RD & NEW SCHULTE ROAD Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 57 39 146 131 339 39 372 33 216 201 93 Future Volume (veh/h) 95 57 39 146 131 339 39 372 33 216 201 93 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 103 62 42 159 142 368 42 404 36 235 218 101 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 155 841 375 202 467 417 92 597 53 373 566 253 Arrive On Green 0.09 0.24 0.24 0.11 0.27 0.27 0.05 0.18 0.18 0.11 0.24 0.24 Sat Flow, veh/h 1767 3526 1572 1767 1763 1572 1767 3275 291 3428 2368 1059 Grp Volume(v), veh/h 103 62 42 159 142 368 42 217 223 235 160 159 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1763 1803 1714 1763 1665 Q Serve(g_s), s 3.0 0.7 1.1 4.7 3.4 12.0 1.2 6.1 6.2 3.5 4.1 4.3 Cycle Q Clear(g_c), s 3.0 0.7 1.1 4.7 3.4 12.0 1.2 6.1 6.2 3.5 4.1 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.64
Lane Grp Cap(c), veh/h 155 841 375 202 467 417 92 322 329 373 422 398 V/C Ratio(X) 0.66 0.07 0.11 0.79 0.30 0.88 0.46 0.67 0.68 0.63 0.38 0.40 Avail Cap(c_a), veh/h 496 990 441 496 495 441 496 990 1012 1604 990 935 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 23.6 15.8 15.9 23.0 15.7 18.8 24.6 20.4 20.4 22.8 17.0 17.1 Incr Delay (d2), s/veh 1.8 0.0 0.1 2.5 0.1 17.0 1.3 2.5 2.5 0.7 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.3 0.4 1.9 1.2 5.6 0.5 2.4 2.5 1.3 1.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 15.8 16.0 25.6 15.8 35.8 25.9 22.8 22.8 23.4 17.6 17.7 LnGrp LOS C B B C B DCCCCBB
Approach Vol, veh/h 207 669 482 554
Approach Delay, s/veh 20.6 29.2 23.1 20.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.6 17.8 10.3 14.7 9.2 19.2 7.3 17.8 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 15.0 15.0 25.0 30.0 15.0 15.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 6.7 3.1 5.5 8.2 5.0 14.0 3.2 6.3 Green Ext Time (p_c), s 0.1 0.2 0.4 1.6 0.0 0.2 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
60: Corral Hollow Rd & Valpico Rd/VALPICO RD. Timing Plan: AM HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 30
Intersection
Intersection Delay, s/veh74.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 150 154 177 150 63 134 184 37 64 299 11 Future Vol, veh/h 8 150 154 177 150 63 134 184 37 64 299 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 13 0 18 0327 1 10260
Mvmt Flow 8 158 162 186 158 66 141 194 39 67 315 12
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 51 88 72.8 80.6

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 38% 3% 45% 17%
Vol Thru, % 52% 48% 38% 80%
Vol Right, % 10% 49% 16% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 355 312 390 374
LT Vol 134 8 177 64
Through Vol 184 150 150 299
RT Vol 37 154 63 11
Lane Flow Rate 374 328 411 394
Geometry Grp 1111
Degree of Util (X) 0.976 0.864 1.039 1.01
Departure Headway (Hd) 9.695 9.784 9.388 9.524
Convergence, Y/N Yes Yes Yes Yes
Cap 377 374 390 386
Service Time 7.695 7.784 7.388 7.524
HCM Lane V/C Ratio 0.992 0.877 1.054 1.021
HCM Control Delay 72.8 51 88 80.6
HCM Lane LOS FFFF
HCM 95th-tile Q 11.1 8.2 13.2 12.2
Tracy 2020 TMP Existing
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr Timing Plan: AM 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) 1 0 2 23 0 142 3 168 4 60 460 19 Future Volume (veh/h) 1 0 2 23 0 142 3 168 4 60 460 19
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 0 2 25 0 154 3 183 4 65 500 21
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 5 0 233 65 0 287 9 916 20 138 1173 523
Arrive On Green 0.00 0.00 0.15 0.04 0.00 0.18 0.00 0.26 0.26 0.08 0.33 0.33 Sat Flow, veh/h 1767 0 1572 1767 0 1572 1767 3528 77 1767 3526 1572 Grp Volume(v), veh/h 1 0 2 25 0 154 3 91 96 65 500 21
Grp Sat Flow(s),veh/h/ln1767 0 1572 1767 0 1572 1767 1763 1842 1767 1763 1572 Q Serve(g_s), s 0.0 0.0 0.0 0.5 0.0 3.4 0.1 1.6 1.6 1.4 4.2 0.3 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.5 0.0 3.4 0.1 1.6 1.6 1.4 4.2 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 5 0 233 65 0 287 9 458 478 138 1173 523 V/C Ratio(X) 0.22 0.00 0.01 0.39 0.00 0.54 0.34 0.20 0.20 0.47 0.43 0.04 Avail Cap(c_a), veh/h 1377 0 1225 1377 0 1225 1377 2289 2391 1377 4578 2042 HCM Platoon Ratio 1.00 1.00 1.00 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 19.2 0.0 14.0 18.1 0.0 14.3 19.1 11.1 11.1 17.0 10.0 8.7 Incr Delay (d2), s/veh 22.2 0.0 0.0 3.7 0.0 1.6 21.9 0.3 0.3 2.5 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 0.0 0.0 0.0 0.3 0.0 1.2 0.1 0.5 0.5 0.5 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 0.0 14.0 21.9 0.0 15.8 41.0 11.4 11.4 19.5 10.3 8.7 LnGrp LOS D A B C A B D BBBBA
Approach Vol, veh/h 3 179 190 586
Approach Delay, s/veh 23.1 16.7 11.9 11.3
Approach LOS C B B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.0 15.8 5.4 10.3 4.2 18.6 4.1 11.6 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 30.0 * 50 30.0 30.0 30.0 50.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 3.6 2.5 2.0 2.1 6.2 2.0 5.4 Green Ext Time (p_c), s 0.1 1.5 0.0 0.0 0.0 5.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 12.5
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
63: Corral Hollow Rd & Summit Dr/Middlefield Dr Timing Plan: AM 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) 0 3 49 374 4 17 7 105 9 3 595 7
Future Volume (veh/h) 0 3 49 374 4 17 7 105 9 3 595 7
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1589 1589 1900 1870 1900 Adj Flow Rate, veh/h 0 3 50 382 4 17 7 107 9 3 607 7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 000000 2 1 2 1020
Cap, veh/h 3 7 117 443 119 507 20 1084 90 9 747 643
Arrive On Green 0.00 0.08 0.08 0.24 0.38 0.38 0.01 0.38 0.38 0.00 0.40 0.40 Sat Flow, veh/h 1810 92 1532 1810 316 1342 1810 2821 235 1810 1870 1610 Grp Volume(v), veh/h 0 0 53 382 0 21 7 57 59 3 607 7
Grp Sat Flow(s),veh/h/ln1810 0 1624 1810 0 1658 1810 1509 1547 1810 1870 1610 Q Serve(g_s), s 0.0 0.0 2.2 14.2 0.0 0.6 0.3 1.7 1.7 0.1 20.3 0.2 Cycle Q Clear(g_c), s 0.0 0.0 2.2 14.2 0.0 0.6 0.3 1.7 1.7 0.1 20.3 0.2 Prop In Lane 1.00 0.94 1.00 0.81 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 3 0 124 443 0 626 20 580 594 9 747 643 V/C Ratio(X) 0.00 0.00 0.43 0.86 0.00 0.03 0.35 0.10 0.10 0.34 0.81 0.01 Avail Cap(c_a), veh/h 773 0 693 773 0 708 773 1074 1101 773 1331 1146 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 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 0.0 0.0 31.0 25.4 0.0 13.8 34.5 13.8 13.9 34.8 18.8 12.7 Incr Delay (d2), s/veh 0.0 0.0 2.3 5.1 0.0 0.0 10.5 0.1 0.1 21.4 3.1 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 0.0 0.0 0.9 6.3 0.0 0.2 0.2 0.5 0.5 0.1 8.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 33.3 30.5 0.0 13.8 45.0 14.0 14.0 56.2 21.9 12.7 LnGrp LOS A A C C A B D B B E C B
Approach Vol, veh/h 53 403 123 617
Approach Delay, s/veh 33.3 29.6 15.7 21.9
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.8 32.8 21.2 10.4 4.8 33.9 0.0 31.6 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 30.0 50.0 30.0 30.0 30.0 50.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 3.7 16.2 4.2 2.3 22.3 0.0 2.6 Green Ext Time (p_c), s 0.0 0.9 1.0 0.2 0.0 5.8 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
64: Corral Hollow Rd & W. Linne Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 33
Intersection
Int Delay, s/veh 125.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 246 39 82 68 108 860
Future Vol, veh/h 246 39 82 68 108 860
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 89 89 89 89 89 89
Heavy Vehicles, % 13 51 7 41 24 1
Mvmt Flow 276 44 92 76 121 966

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1338 130 0 0 168 0
Stage 1 130 -----
Stage 2 1208 -----
Critical Hdwy 6.53 6.71 - - 4.34 -
Critical Hdwy Stg 1 5.53 -----
Critical Hdwy Stg 2 5.53 -----
Follow-up Hdwy 3.617 3.759 - - 2.416 -
Pot Cap-1 Maneuver ~ 160 804 - - 1287 -
Stage 1 870 -----
Stage 2 ~ 269 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 128 804 - - 1287 -
Mov Cap-2 Maneuver ~ 128 -----
Stage 1 870 -----
Stage 2 ~ 214 -----

Approach WB NB SB
HCM Control Delay, s$ 615.7 0 0.9

HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 145 1287 -
HCM Lane V/C Ratio - - 2.208 0.094 -
HCM Control Delay (s) - -$ 615.7 8.1 0
HCM Lane LOS - - F A A
HCM 95th %tile Q(veh) - - 26.4 0.3 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Tracy 2020 TMP Existing
67: Corral Hollow Rd & I-580 WB On Ramp/I-580 WB Off Ramp Timing Plan: AM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 34
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 159 2 117 1 124 0 0 228 678
Future Vol, veh/h 0 0 0 159 2 117 1 124 0 0 228 678
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - None
Storage Length - ---- 2 0------
Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 0020 2 20 2 40093
Mvmt Flow 0 0 0 183 2 134 1 143 0 0 262 779

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 797 1186 143 1041 0 - - - 0
Stage 1 145 145 -------
Stage 2 652 1041 -------
Critical Hdwy 6.42 6.5 6.42 4.1 -----
Critical Hdwy Stg 1 5.42 5.5 -------
Critical Hdwy Stg 2 5.42 5.5 -------
Follow-up Hdwy 3.518 4 3.498 2.2 -----
Pot Cap-1 Maneuver 356 190 854 676 - 0 0 - -
Stage 1 882 781 - - - 0 0 - -
Stage 2 518 310 - - - 0 0 - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 355 0 854 676 -----
Mov Cap-2 Maneuver 355 0 -------
Stage 1 880 0 -------
Stage 2 518 0 -------

Approach WB NB SB
HCM Control Delay, s 19.1 0.1 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR
Capacity (veh/h) 676 - 355 854 - -
HCM Lane V/C Ratio 0.002 - 0.521 0.157 - -
HCM Control Delay (s) 10.3 0 25.7 10 - -
HCM Lane LOS B A D B - -
HCM 95th %tile Q(veh) 0 - 2.9 0.6 - -
Tracy 2020 TMP Existing
68: Corral Hollow Rd & 580 EB Off Ramp/580 EB On Ramp Timing Plan: AM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 35
Intersection
Int Delay, s/veh 5.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 117 24000086 7 1 3 1 60
Future Vol, veh/h 117 24000086 7 1 3 1 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Yield - - None - - None - - None
Storage Length - - 40 ---------
Veh in Median Storage, # - 0 - - 16979 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 26 50 0000000 2 810
Mvmt Flow 141 250000 1 07 8 6 3 8 10

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 567 570 381 - 0 0 17 0 0
Stage 1 553 553 - ------
Stage 2 14 17 - ------
Critical Hdwy 6.66 7 6.2 - - - 4.38 - -
Critical Hdwy Stg 1 5.66 6 - ------
Critical Hdwy Stg 2 5.66 6 - ------
Follow-up Hdwy 3.734 4.45 3.3 - - - 2.452 - -
Pot Cap-1 Maneuver 447 372 671 0 - - 1446 - 0
Stage 1 531 444 - 0 ---- 0
Stage 2 950 795 - 0 ---- 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 413 0 671 - - - 1446 - -
Mov Cap-2 Maneuver 413 0 - ------
Stage 1 531 0 - ------
Stage 2 879 0 - ------

Approach EB NB SB
HCM Control Delay, s 18 0 1.4

HCM LOS C

Minor Lane/Major Mvmt NBT NBR EBLn1 EBLn2 SBL SBT
Capacity (veh/h) - - 413 671 1446 -
HCM Lane V/C Ratio - - 0.347 0.007 0.059 -
HCM Control Delay (s) - - 18.3 10.4 7.6 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 1.5 0 0.2 -
Tracy 2020 TMP Existing
70: TRACY BLVD & W. Sugar Rd Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 36
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 8 132 14 31 251
Future Vol, veh/h 7 8 132 14 31 251
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, % 8 88888
Mvmt Flow 8 9 147 16 34 279

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 502 155 0 0 163 0
Stage 1 155 -----
Stage 2 347 -----
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 518 875 - - 1380 -
Stage 1 859 -----
Stage 2 702 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 503 875 - - 1380 -
Mov Cap-2 Maneuver 503 -----
Stage 1 859 -----
Stage 2 682 -----

Approach WB NB SB
HCM Control Delay, s 10.7 0 0.8

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 650 1380 -
HCM Lane V/C Ratio - - 0.026 0.025 -
HCM Control Delay (s) - - 10.7 7.7 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0.1 -
Tracy 2020 TMP Existing
71: Tracy Blvd & W. Larch Rd Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 37
Intersection
Intersection Delay, s/veh 12.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 67 32 50 26 16 43 152 199 30 226 5 Future Vol, veh/h 7 67 32 50 26 16 43 152 199 30 226 5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 333838388883
Mvmt Flow 8 74 36 56 29 18 48 169 221 33 251 6
Number of Lanes 010011111110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2123
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2312
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3221
HCM Control Delay 11.6 11.4 11.3 14.2

HCM LOS BBBB

Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 7% 66% 0% 100% 0%
Vol Thru, % 0% 100% 0% 63% 34% 0% 0% 98%
Vol Right, % 0% 0% 100% 30% 0% 100% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 43 152 199 106 76 16 30 231
LT Vol 43 0 0 7 50 0 30 0
Through Vol 0 152 0 67 26 0 0 226
RT Vol 0 0 199 32 0 16 0 5
Lane Flow Rate 48 169 221 118 84 18 33 257
Geometry Grp 88888888
Degree of Util (X) 0.089 0.295 0.342 0.224 0.176 0.031 0.065 0.462 Departure Headway (Hd) 6.698 6.278 5.57 6.85 7.491 6.363 6.994 6.473 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 534 571 643 522 477 559 511 554
Service Time 4.456 4.036 3.328 4.625 5.27 4.142 4.755 4.233 HCM Lane V/C Ratio 0.09 0.296 0.344 0.226 0.176 0.032 0.065 0.464 HCM Control Delay 10.1 11.7 11.2 11.6 11.9 9.3 10.2 14.7 HCM Lane LOS BBBBBABB
HCM 95th-tile Q 0.3 1.2 1.5 0.9 0.6 0.1 0.2 2.4
Tracy 2020 TMP Existing
72: TRACY BLVD & 205 WB ramps Timing Plan: AM
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) 0 0 0 729 82 219 153 158 0 0 277 48 Future Volume (veh/h) 0 0 0 729 82 219 153 158 0 0 277 48 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 1900 1856 1900 1856 1781 0 0 1781 1781 Adj Flow Rate, veh/h 792 89 238 166 172 0 0 301 52
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 030380088
Cap, veh/h 636 72 191 221 1280 0 0 585 100
Arrive On Green 0.52 0.52 0.51 0.12 0.38 0.00 0.00 0.20 0.19 Sat Flow, veh/h 1223 137 368 1767 3474 0 0 2980 494
Grp Volume(v), veh/h 1119 0 0 166 172 0 0 175 178
Grp Sat Flow(s),veh/h/ln 1728 0 0 1767 1692 0 0 1692 1693 Q Serve(g_s), s 40.9 0.0 0.0 7.1 2.6 0.0 0.0 7.2 7.4
Cycle Q Clear(g_c), s 40.9 0.0 0.0 7.1 2.6 0.0 0.0 7.2 7.4 Prop In Lane 0.71 0.21 1.00 0.00 0.00 0.29
Lane Grp Cap(c), veh/h 899 0 0 221 1280 0 0 342 342
V/C Ratio(X) 1.24 0.00 0.00 0.75 0.13 0.00 0.00 0.51 0.52 Avail Cap(c_a), veh/h 899 0 0 562 1976 0 0 988 988
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 19.0 0.0 0.0 33.2 16.0 0.0 0.0 27.9 28.1 Incr Delay (d2), s/veh 119.5 0.0 0.0 6.7 0.0 0.0 0.0 1.2 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 43.7 0.0 0.0 3.3 1.0 0.0 0.0 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 138.5 0.0 0.0 39.9 16.1 0.0 0.0 29.1 29.3 LnGrp LOS F A A D B A A C C
Approach Vol, veh/h 1119 338 353
Approach Delay, s/veh 138.5 27.8 29.2
Approach LOS F C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 33.7 13.8 19.9 44.9
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 45.0 25.0 45.0 40.0
Max Q Clear Time (g_c+I1), s 4.6 9.1 9.4 42.9
Green Ext Time (p_c), s 0.8 0.7 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 96.5
HCM 6th LOS F
Tracy 2020 TMP Existing
73: TRACY BLVD & 205 EB Ramps Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 123 67 0000 2 5 2 3 5 6 2 4 7 7 5 90 Future Volume (veh/h) 59 123 67 0000 2 5 2 3 5 6 2 4 7 7 5 90 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1856 1900 0 1856 1856 1781 1856 0 Adj Flow Rate, veh/h 64 134 73 0 274 387 268 825 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 0 033830
Cap, veh/h 90 188 103 0 593 529 353 2200 0
Arrive On Green 0.22 0.22 0.20 0.00 0.34 0.32 0.21 0.62 0.00 Sat Flow, veh/h 413 865 471 0 1856 1572 1697 3618 0
Grp Volume(v), veh/h 271 0 0 0 274 387 268 825 0
Grp Sat Flow(s),veh/h/ln1750 0 0 0 1763 1572 1697 1763 0 Q Serve(g_s), s 7.3 0.0 0.0 0.0 6.2 11.0 7.5 5.8 0.0
Cycle Q Clear(g_c), s 7.3 0.0 0.0 0.0 6.2 11.0 7.5 5.8 0.0 Prop In Lane 0.24 0.27 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 381 0 0 0 593 529 353 2200 0
V/C Ratio(X) 0.71 0.00 0.00 0.00 0.46 0.73 0.76 0.38 0.00 Avail Cap(c_a), veh/h 1245 0 0 0 1603 1430 840 3206 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 1.00 1.00 0.00 Uniform Delay (d), s/veh 18.4 0.0 0.0 0.0 13.2 15.2 18.8 4.7 0.0 Incr Delay (d2), s/veh 2.5 0.0 0.0 0.0 0.6 2.0 4.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 0.0 0.0 2.1 3.6 3.0 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.9 0.0 0.0 0.0 13.7 17.1 23.2 4.8 0.0 LnGrp LOS C A A A B B C A A
Approach Vol, veh/h 271 661 1093
Approach Delay, s/veh 20.9 15.7 9.3
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.5 21.0 15.0 35.5
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 25.0 45.0 35.0 45.0
Max Q Clear Time (g_c+I1), s 9.5 13.0 9.3 7.8
Green Ext Time (p_c), s 1.3 3.0 1.1 4.3
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Tracy 2020 TMP Existing
74: TRACY BLVD & GRANT LINE RD Timing Plan: AM
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) 123 268 81 95 316 49 67 331 79 162 417 178 Future Volume (veh/h) 123 268 81 95 316 49 67 331 79 162 417 178 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 134 291 88 103 343 53 73 360 86 176 453 193 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 167 1341 398 135 1478 226 115 483 114 204 543 229 Arrive On Green 0.09 0.50 0.50 0.08 0.48 0.48 0.06 0.17 0.16 0.12 0.22 0.22 Sat Flow, veh/h 1767 2680 795 1767 3065 469 1767 2830 668 1767 2414 1020 Grp Volume(v), veh/h 134 189 190 103 196 200 73 223 223 176 330 316 Grp Sat Flow(s),veh/h/ln1767 1763 1712 1767 1763 1771 1767 1763 1735 1767 1763 1672 Q Serve(g_s), s 8.9 7.2 7.5 6.9 7.8 7.9 4.8 14.4 14.7 11.7 21.4 21.7 Cycle Q Clear(g_c), s 8.9 7.2 7.5 6.9 7.8 7.9 4.8 14.4 14.7 11.7 21.4 21.7 Prop In Lane 1.00 0.46 1.00 0.26 1.00 0.38 1.00 0.61
Lane Grp Cap(c), veh/h 167 882 857 135 850 854 115 301 296 204 396 376 V/C Ratio(X) 0.80 0.21 0.22 0.76 0.23 0.23 0.64 0.74 0.75 0.86 0.83 0.84 Avail Cap(c_a), veh/h 199 882 857 258 850 854 265 551 542 258 551 522 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.67 0.67 0.67 0.81 0.81 0.81 0.82 0.82 0.82 0.92 0.92 0.92 Uniform Delay (d), s/veh 53.2 16.8 16.9 54.4 18.1 18.2 54.7 47.3 47.6 52.2 44.3 44.8 Incr Delay (d2), s/veh 10.5 0.4 0.4 2.7 0.5 0.5 1.8 3.0 3.2 16.9 7.0 8.0 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 4.4 2.9 2.9 3.1 3.2 3.3 2.2 6.5 6.6 6.1 10.0 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.8 17.2 17.3 57.1 18.6 18.7 56.5 50.2 50.8 69.1 51.3 52.8 LnGrp LOS E BBEBBEDDEDD
Approach Vol, veh/h 513 499 519 822
Approach Delay, s/veh 29.4 26.6 51.3 55.7
Approach LOS C C D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.3 24.5 13.2 64.1 11.8 31.0 15.3 61.9 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 17.5 36.5 17.0 30.5 17.5 36.5 13.0 34.5 Max Q Clear Time (g_c+I1), s 13.7 16.7 8.9 9.5 6.8 23.7 10.9 9.9 Green Ext Time (p_c), s 0.1 1.7 0.1 1.4 0.1 2.3 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
75: TRACY BLVD & ELEVENTH ST. Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 41
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 780 116 147 430 75 147 575 293 58 223 103 Future Volume (veh/h) 124 780 116 147 430 75 147 575 293 58 223 103 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 135 848 126 160 467 82 160 625 318 63 242 112 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 1675 747 279 1677 748 279 865 386 244 829 370 Arrive On Green 0.08 0.48 0.48 0.08 0.48 0.48 0.08 0.25 0.25 0.07 0.24 0.24 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 135 848 126 160 467 82 160 625 318 63 242 112 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 4.1 18.3 5.0 4.9 8.8 3.2 4.9 17.9 21.0 1.9 6.2 6.5 Cycle Q Clear(g_c), s 4.1 18.3 5.0 4.9 8.8 3.2 4.9 17.9 21.0 1.9 6.2 6.5 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 276 1675 747 279 1677 748 279 865 386 244 829 370 V/C Ratio(X) 0.49 0.51 0.17 0.57 0.28 0.11 0.57 0.72 0.82 0.26 0.29 0.30 Avail Cap(c_a), veh/h 514 1675 747 514 1677 748 670 1074 479 514 913 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.53 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.4 20.0 16.5 48.7 17.4 16.0 48.7 38.1 39.3 48.3 34.5 34.6 Incr Delay (d2), s/veh 0.3 0.6 0.3 0.7 0.4 0.3 0.6 1.0 6.4 0.2 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 7.5 1.8 2.1 3.6 1.2 2.1 7.7 8.6 0.8 2.6 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 20.5 16.7 49.4 17.8 16.3 49.3 39.1 45.6 48.5 34.6 34.8 LnGrp LOS D C B D B B DDDDCC
Approach Vol, veh/h 1109 709 1103 417
Approach Delay, s/veh 23.5 24.8 42.5 36.8
Approach LOS CCDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.4 55.8 12.4 29.4 12.4 55.8 11.3 30.5 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 15.5 27.5 20.5 26.5 15.5 27.5 15.5 31.5 Max Q Clear Time (g_c+I1), s 6.9 20.3 6.9 8.5 6.1 10.8 3.9 23.0 Green Ext Time (p_c), s 0.2 2.4 0.3 0.8 0.2 1.8 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
77: TRACY BLVD & Mt. Diablo Ave/Mt Diablo Ave Timing Plan: AM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 43
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 58 0 7 33 0 40 0 970 122 52 362 12
Future Vol, veh/h 58 0 7 33 0 40 0 970 122 52 362 12
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 5 0-- 1 2 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 63 0 8 36 0 43 0 1054 133 57 393 13

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1041 1701 203 1432 1641 594 406 0 0 1187 0 0 Stage 1 514 514 - 1121 1121 -------
Stage 2 527 1187 - 311 520 -------
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 -------
Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 -------
Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 183 90 801 94 98 446 1142 - - 578 - - Stage 1 509 531 - 218 278 -------
Stage 2 500 258 - 671 528 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 153 81 801 86 88 446 1142 - - 578 - - Mov Cap-2 Maneuver 153 81 - 86 88 -------
Stage 1 509 478 - 218 278 -------
Stage 2 451 258 - 599 476 -------

Approach EB WB NB SB
HCM Control Delay, s 41.2 50.9 0 1.5

HCM LOS E F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1142 - - 168 154 578 - -
HCM Lane V/C Ratio - - - 0.421 0.515 0.098 - -
HCM Control Delay (s) 0 - - 41.2 50.9 11.9 - -
HCM Lane LOS A - - E F B - -
HCM 95th %tile Q(veh) 0 - - 1.9 2.5 0.3 - -
Tracy 2020 TMP Existing
78: TRACY BLVD & SCHULTE ROAD Timing Plan: AM
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) 247 267 80 90 289 76 163 810 134 28 308 45 Future Volume (veh/h) 247 267 80 90 289 76 163 810 134 28 308 45 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 268 290 87 98 314 83 177 880 146 30 335 49 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 318 672 198 159 444 115 222 950 424 71 649 289 Arrive On Green 0.18 0.25 0.25 0.09 0.16 0.16 0.13 0.27 0.27 0.04 0.18 0.18 Sat Flow, veh/h 1767 2686 790 1767 2768 720 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 268 188 189 98 198 199 177 880 146 30 335 49 Grp Sat Flow(s),veh/h/ln 1767 1763 1713 1767 1763 1726 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 8.2 5.0 5.2 3.0 5.9 6.1 5.4 13.5 4.2 0.9 4.8 1.5 Cycle Q Clear(g_c), s 8.2 5.0 5.2 3.0 5.9 6.1 5.4 13.5 4.2 0.9 4.8 1.5 Prop In Lane 1.00 0.46 1.00 0.42 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 318 441 429 159 283 277 222 950 424 71 649 289 V/C Ratio(X) 0.84 0.43 0.44 0.62 0.70 0.72 0.80 0.93 0.34 0.42 0.52 0.17 Avail Cap(c_a), veh/h 333 459 446 333 459 450 333 950 424 333 950 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 17.5 17.6 24.4 22.1 22.2 23.7 19.8 16.4 26.1 20.5 19.1 Incr Delay (d2), s/veh 15.9 0.7 0.7 1.4 3.2 3.5 4.2 14.6 0.5 1.5 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 4.4 1.8 1.8 1.2 2.4 2.4 2.3 6.7 1.4 0.4 1.8 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 18.2 18.3 25.9 25.3 25.7 27.9 34.4 16.9 27.6 21.1 19.4 LnGrp LOS D B B CCCCCBCCB
Approach Vol, veh/h 645 495 1203 414
Approach Delay, s/veh 26.4 25.5 31.3 21.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.5 14.4 6.7 20.0 9.5 19.4 11.5 15.2 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 10.5 14.5 10.5 15.0 10.5 14.5 10.5 15.0 Max Q Clear Time (g_c+I1), s 10.2 8.1 2.9 15.5 5.0 7.2 7.4 6.8 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 0.0 0.9 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 27.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
79: TRACY BLVD & Central Ave Timing Plan: AM
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) 49 137 53 64 16 55 23 993 272 14 384 30 Future Volume (veh/h) 49 137 53 64 16 55 23 993 272 14 384 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 53 149 58 70 17 60 25 1079 296 15 417 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 134 196 76 156 60 211 79 1236 336 52 1442 114 Arrive On Green 0.08 0.15 0.15 0.09 0.17 0.17 0.04 0.45 0.45 0.03 0.44 0.44 Sat Flow, veh/h 1767 1272 495 1767 359 1268 1767 2739 745 1767 3310 261 Grp Volume(v), veh/h 53 0 207 70 0 77 25 691 684 15 221 229 Grp Sat Flow(s),veh/h/ln1767 0 1766 1767 0 1627 1767 1763 1721 1767 1763 1809 Q Serve(g_s), s 1.9 0.0 7.3 2.4 0.0 2.7 0.9 23.0 23.5 0.5 5.3 5.3 Cycle Q Clear(g_c), s 1.9 0.0 7.3 2.4 0.0 2.7 0.9 23.0 23.5 0.5 5.3 5.3 Prop In Lane 1.00 0.28 1.00 0.78 1.00 0.43 1.00 0.14
Lane Grp Cap(c), veh/h 134 0 272 156 0 271 79 795 777 52 768 788 V/C Ratio(X) 0.40 0.00 0.76 0.45 0.00 0.28 0.32 0.87 0.88 0.29 0.29 0.29 Avail Cap(c_a), veh/h 409 0 272 218 0 271 409 815 796 218 815 836 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 0.0 26.3 28.1 0.0 23.7 30.0 16.1 16.2 30.8 11.8 11.8 Incr Delay (d2), s/veh 0.7 0.0 10.8 0.7 0.0 0.2 0.8 10.4 11.5 1.1 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 0.8 0.0 3.7 1.0 0.0 1.0 0.4 9.8 9.9 0.2 1.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 37.1 28.8 0.0 23.9 30.9 26.4 27.7 32.0 12.2 12.2 LnGrp LOS C A D C A CCCCCBB
Approach Vol, veh/h 260 147 1400 465
Approach Delay, s/veh 35.5 26.2 27.2 12.8
Approach LOS D C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.4 33.8 10.2 14.5 7.4 32.8 9.4 15.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.0 30.0 8.0 10.0 15.0 30.0 15.0 10.0 Max Q Clear Time (g_c+I1), s 2.5 25.5 4.4 9.3 2.9 7.3 3.9 4.7 Green Ext Time (p_c), s 0.0 3.8 0.0 0.0 0.0 4.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
80: TRACY BLVD & VALPICO RD. Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 230 118 216 289 293 138 552 105 173 405 95 Future Volume (veh/h) 104 230 118 216 289 293 138 552 105 173 405 95 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1870 1870 1870 1900 1885 1826 1870 1856 1856 Adj Flow Rate, veh/h 114 253 130 237 318 322 152 607 115 190 445 104 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 11222015233
Cap, veh/h 183 578 288 391 927 413 196 846 365 232 733 170 Arrive On Green 0.10 0.25 0.25 0.11 0.26 0.26 0.11 0.24 0.24 0.13 0.26 0.26 Sat Flow, veh/h 1795 2316 1153 3456 3554 1585 1810 3582 1547 1781 2841 659 Grp Volume(v), veh/h 114 194 189 237 318 322 152 607 115 190 275 274 Grp Sat Flow(s),veh/h/ln1795 1791 1678 1728 1777 1585 1810 1791 1547 1781 1763 1737 Q Serve(g_s), s 4.3 6.4 6.7 4.6 5.1 13.2 5.7 10.9 4.3 7.3 9.6 9.7 Cycle Q Clear(g_c), s 4.3 6.4 6.7 4.6 5.1 13.2 5.7 10.9 4.3 7.3 9.6 9.7 Prop In Lane 1.00 0.69 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 183 447 419 391 927 413 196 846 365 232 455 448 V/C Ratio(X) 0.62 0.43 0.45 0.61 0.34 0.78 0.78 0.72 0.31 0.82 0.60 0.61 Avail Cap(c_a), veh/h 384 767 718 740 1521 678 387 1533 662 381 755 743 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 22.1 22.2 29.6 21.0 24.0 30.4 24.6 22.1 29.7 22.8 22.9 Incr Delay (d2), s/veh 1.3 0.8 0.9 0.6 0.3 3.9 2.5 1.4 0.6 2.7 1.6 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 1.8 2.5 2.5 1.8 2.0 4.9 2.4 4.3 1.5 3.1 3.8 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 22.9 23.2 30.2 21.3 27.9 32.9 26.0 22.7 32.4 24.4 24.5 LnGrp LOS C CCCCCCCCCCC
Approach Vol, veh/h 497 877 874 739
Approach Delay, s/veh 25.0 26.1 26.8 26.5
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.6 21.6 12.4 22.5 12.1 23.1 11.6 23.3 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 15.0 30.0 15.0 30.0 15.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 9.3 12.9 6.6 8.7 7.7 11.7 6.3 15.2 Green Ext Time (p_c), s 0.1 3.6 0.2 1.8 0.1 2.5 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
81: TRACY BLVD & Whispering Wind Dr Timing Plan: AM
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) 447 26 33 37 101 260 80 219 18 79 409 220 Future Volume (veh/h) 447 26 33 37 101 260 80 219 18 79 409 220 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 486 28 36 40 110 283 87 238 20 86 445 239 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 357 272 349 80 394 334 119 912 76 119 614 327 Arrive On Green 0.20 0.37 0.37 0.05 0.21 0.21 0.07 0.28 0.28 0.07 0.28 0.28 Sat Flow, veh/h 1767 737 948 1767 1856 1572 1767 3294 275 1767 2222 1184 Grp Volume(v), veh/h 486 0 64 40 110 283 87 126 132 86 352 332 Grp Sat Flow(s),veh/h/ln1767 0 1685 1767 1856 1572 1767 1763 1806 1767 1763 1642 Q Serve(g_s), s 15.0 0.0 1.9 1.6 3.7 12.8 3.6 4.2 4.2 3.5 13.4 13.6 Cycle Q Clear(g_c), s 15.0 0.0 1.9 1.6 3.7 12.8 3.6 4.2 4.2 3.5 13.4 13.6 Prop In Lane 1.00 0.56 1.00 1.00 1.00 0.15 1.00 0.72
Lane Grp Cap(c), veh/h 357 0 621 80 394 334 119 488 500 119 487 454 V/C Ratio(X) 1.36 0.00 0.10 0.50 0.28 0.85 0.73 0.26 0.26 0.73 0.72 0.73 Avail Cap(c_a), veh/h 357 0 621 357 499 423 357 949 972 357 949 884 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 29.7 0.0 15.4 34.6 24.5 28.1 34.0 20.9 21.0 34.0 24.3 24.4 Incr Delay (d2), s/veh 180.3 0.0 0.1 1.8 0.5 13.0 3.2 0.3 0.3 3.1 2.5 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.9 0.0 0.7 0.7 1.6 5.8 1.5 1.6 1.7 1.5 5.3 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 209.9 0.0 15.5 36.4 25.0 41.1 37.2 21.3 21.3 37.1 26.8 27.1 LnGrp LOS F A B DCDDCCDCC
Approach Vol, veh/h 550 433 345 770
Approach Delay, s/veh 187.3 36.6 25.3 28.1
Approach LOS F D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.5 25.1 7.9 31.9 9.5 25.0 19.5 20.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.0 40.0 15.0 20.0 15.0 40.0 15.0 20.0 Max Q Clear Time (g_c+I1), s 5.5 6.2 3.6 3.9 5.6 15.6 17.0 14.8 Green Ext Time (p_c), s 0.0 1.7 0.0 0.3 0.0 4.9 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 71.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
82: TRACY BLVD & ACE Station Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 48
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 20 7 152 33 136 461
Future Vol, veh/h 20 7 152 33 136 461
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 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 22 8 169 37 151 512

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 746 103 0 0 206 0
Stage 1 188 -----
Stage 2 558 -----
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 -----
Critical Hdwy Stg 2 5.86 -----
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 347 929 - - 1355 -
Stage 1 822 -----
Stage 2 534 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 308 929 - - 1355 -
Mov Cap-2 Maneuver 308 -----
Stage 1 822 -----
Stage 2 475 -----

Approach WB NB SB
HCM Control Delay, s 15.5 0 1.8

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 373 1355 -
HCM Lane V/C Ratio - - 0.08 0.112 -
HCM Control Delay (s) - - 15.5 8 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.3 0.4 -
Tracy 2020 TMP Existing
83: TRACY BLVD & LINNE Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 49
Intersection
Intersection Delay, s/veh 41.1
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 96 5 14 362 109 3 35 10 295 12 203 Future Vol, veh/h 43 96 5 14 362 109 3 35 10 295 12 203 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 333333333333
Mvmt Flow 47 104 5 15 393 118 3 38 11 321 13 221
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 13.5 43 11.5 49.8

HCM LOS BEBE

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 6% 30% 3% 58%
Vol Thru, % 73% 67% 75% 2%
Vol Right, % 21% 3% 22% 40%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 48 144 485 510
LT Vol 3 43 14 295
Through Vol 35 96 362 12
RT Vol 10 5 109 203
Lane Flow Rate 52 157 527 554
Geometry Grp 1111
Degree of Util (X) 0.108 0.312 0.907 0.946
Departure Headway (Hd) 7.482 7.173 6.196 6.146
Convergence, Y/N Yes Yes Yes Yes
Cap 476 499 585 588
Service Time 5.578 5.25 4.249 4.197
HCM Lane V/C Ratio 0.109 0.315 0.901 0.942
HCM Control Delay 11.5 13.5 43 49.8
HCM Lane LOS BBEE
HCM 95th-tile Q 0.4 1.3 11 12.5
Tracy 2020 TMP Existing
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. Timing Plan: AM 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) 253 715 67 94 557 49 57 362 114 41 89 66 Future Volume (veh/h) 253 715 67 94 557 49 57 362 114 41 89 66 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 275 777 73 102 605 53 62 393 124 45 97 72 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 654 1686 158 128 707 62 80 301 95 58 381 323 Arrive On Green 0.37 0.52 0.52 0.07 0.22 0.22 0.05 0.22 0.22 0.03 0.21 0.21 Sat Flow, veh/h 1767 3257 306 1767 3280 287 1767 1352 427 1767 1856 1572 Grp Volume(v), veh/h 275 420 430 102 325 333 62 0 517 45 97 72 Grp Sat Flow(s),veh/h/ln1767 1763 1800 1767 1763 1804 1767 0 1779 1767 1856 1572 Q Serve(g_s), s 12.8 16.6 16.6 6.2 19.5 19.6 3.8 0.0 24.5 2.8 4.8 4.2 Cycle Q Clear(g_c), s 12.8 16.6 16.6 6.2 19.5 19.6 3.8 0.0 24.5 2.8 4.8 4.2 Prop In Lane 1.00 0.17 1.00 0.16 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 654 912 932 128 380 389 80 0 396 58 381 323 V/C Ratio(X) 0.42 0.46 0.46 0.80 0.85 0.86 0.77 0.00 1.30 0.78 0.25 0.22 Avail Cap(c_a), veh/h 654 912 932 249 521 533 273 0 396 281 413 350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.76 0.76 0.76 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.9 16.8 16.8 50.2 41.5 41.5 51.9 0.0 42.8 52.8 36.6 36.4 Incr Delay (d2), s/veh 0.2 1.7 1.6 3.2 16.8 16.8 5.8 0.0 154.5 8.1 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 5.4 7.0 7.1 2.9 10.2 10.4 1.8 0.0 27.6 1.4 2.2 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 18.5 18.5 53.5 58.3 58.3 57.7 0.0 197.3 60.9 36.8 36.5 LnGrp LOS C B B D EEEAFEDD
Approach Vol, veh/h 1125 760 579 214
Approach Delay, s/veh 20.3 57.6 182.3 41.7
Approach LOS C E F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 45.2 28.2 9.5 27.1 12.0 61.4 7.6 29.0 Change Period (Y+Rc), s 4.5 * 4.5 4.5 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 18.5 * 33 17.0 24.5 15.5 35.5 17.5 24.5 Max Q Clear Time (g_c+I1), s 14.8 21.6 5.8 6.8 8.2 18.6 4.8 26.5 Green Ext Time (p_c), s 0.2 2.2 0.1 0.3 0.1 3.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 67.7
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 2020 TMP Existing
85: CENTRAL AVE & SCHULTE ROAD Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 196 267 29 29 362 120 20 415 67 16 79 61 Future Volume (veh/h) 196 267 29 29 362 120 20 415 67 16 79 61 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 213 290 32 32 393 130 22 451 73 17 86 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 259 1022 112 73 558 182 54 528 85 43 324 249 Arrive On Green 0.15 0.32 0.32 0.04 0.21 0.21 0.03 0.34 0.34 0.02 0.33 0.33 Sat Flow, veh/h 1767 3205 351 1767 2611 853 1767 1558 252 1767 974 747 Grp Volume(v), veh/h 213 158 164 32 264 259 22 0 524 17 0 152 Grp Sat Flow(s),veh/h/ln1767 1763 1792 1767 1763 1702 1767 0 1810 1767 0 1721 Q Serve(g_s), s 7.2 4.1 4.2 1.1 8.5 8.7 0.8 0.0 16.6 0.6 0.0 4.0 Cycle Q Clear(g_c), s 7.2 4.1 4.2 1.1 8.5 8.7 0.8 0.0 16.6 0.6 0.0 4.0 Prop In Lane 1.00 0.20 1.00 0.50 1.00 0.14 1.00 0.43
Lane Grp Cap(c), veh/h 259 562 572 73 377 364 54 0 613 43 0 573 V/C Ratio(X) 0.82 0.28 0.29 0.44 0.70 0.71 0.41 0.00 0.85 0.39 0.00 0.27 Avail Cap(c_a), veh/h 431 860 875 230 860 831 431 0 883 431 0 840 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 25.5 15.7 15.7 28.8 22.3 22.4 29.3 0.0 18.9 29.5 0.0 15.0 Incr Delay (d2), s/veh 2.5 0.3 0.3 1.6 2.8 3.1 1.8 0.0 6.3 2.1 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 2.9 1.5 1.5 0.5 3.4 3.4 0.3 0.0 7.3 0.3 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 16.0 16.0 30.3 25.2 25.5 31.1 0.0 25.2 31.6 0.0 15.3 LnGrp LOS C B B CCCCACCAB
Approach Vol, veh/h 535 555 546 169
Approach Delay, s/veh 20.8 25.6 25.4 16.9
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.0 17.6 5.9 25.0 6.5 24.1 5.5 25.3 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 15.0 30.0 15.0 30.0 8.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 9.2 10.7 2.8 6.0 3.1 6.2 2.6 18.6 Green Ext Time (p_c), s 0.0 2.5 0.0 0.7 0.0 1.4 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
Tracy 2020 TMP Existing
86: MACARTHUR DRIVE (N) & Arbor Ave Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 52
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 16 50 13 13 1 42 5 13 0 40 4
Future Vol, veh/h 2 16 50 13 13 1 42 5 13 0 40 4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 88883838333
Mvmt Flow 2 18 56 14 14 1 47 6 14 0 44 4
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 7.1 7.6 7.7 7.4

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 70% 3% 48% 0%
Vol Thru, % 8% 24% 48% 91%
Vol Right, % 22% 74% 4% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 60 68 27 44
LT Vol 42 2 13 0
Through Vol 5 16 13 40
RT Vol 13 50 1 4
Lane Flow Rate 67 76 30 49
Geometry Grp 1111
Degree of Util (X) 0.079 0.078 0.036 0.056
Departure Headway (Hd) 4.267 3.737 4.368 4.131
Convergence, Y/N Yes Yes Yes Yes
Cap 835 947 811 860
Service Time 2.317 1.808 2.442 2.188
HCM Lane V/C Ratio 0.08 0.08 0.037 0.057
HCM Control Delay 7.7 7.1 7.6 7.4
HCM Lane LOS AAAA
HCM 95th-tile Q 0.3 0.3 0.1 0.2
Tracy 2020 TMP Existing
87: MACARTHUR DRIVE (N) & I-205 WEST ON RAMP/I-205 WEST OFF RAMP Timing Plan: AM 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) 0 0 0 557 50 35 175 25 0 0 84 21 Future Volume (veh/h) 0 0 0 557 50 35 175 25 0 0 84 21
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 1900 1856 1900 1678 1781 0 0 1781 1781 Adj Flow Rate, veh/h 619 56 39 194 28 0 0 93 23
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 15 80088
Cap, veh/h 688 62 43 249 647 0 0 148 37
Arrive On Green 0.45 0.45 0.45 0.16 0.36 0.00 0.00 0.11 0.11 Sat Flow, veh/h 1527 138 96 1598 1781 0 0 1379 341
Grp Volume(v), veh/h 714 0 0 194 28 0 0 0 116
Grp Sat Flow(s),veh/h/ln 1762 0 0 1598 1781 0 0 0 1720
Q Serve(g_s), s 18.3 0.0 0.0 5.7 0.5 0.0 0.0 0.0 3.2
Cycle Q Clear(g_c), s 18.3 0.0 0.0 5.7 0.5 0.0 0.0 0.0 3.2 Prop In Lane 0.87 0.05 1.00 0.00 0.00 0.20
Lane Grp Cap(c), veh/h 794 0 0 249 647 0 0 0 185
V/C Ratio(X) 0.90 0.00 0.00 0.78 0.04 0.00 0.00 0.00 0.63 Avail Cap(c_a), veh/h 1260 0 0 980 910 0 0 0 879
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 0.00 1.00 Uniform Delay (d), s/veh 12.4 0.0 0.0 19.8 10.1 0.0 0.0 0.0 20.9 Incr Delay (d2), s/veh 3.8 0.0 0.0 3.9 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 6.1 0.0 0.0 2.1 0.2 0.0 0.0 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 0.0 0.0 23.7 10.1 0.0 0.0 0.0 22.2 LnGrp LOS B A A C BAAAC
Approach Vol, veh/h 714 222 116
Approach Delay, s/veh 16.2 22.0 22.2
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 22.7 12.5 10.2 26.2
Change Period (Y+Rc), s 4.9 4.9 4.9 4.2
Max Green Setting (Gmax), s 25.0 30.0 25.0 35.0
Max Q Clear Time (g_c+I1), s 2.5 7.7 5.2 20.3
Green Ext Time (p_c), s 0.0 0.5 0.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Tracy 2020 TMP Existing
88: MACARTHUR DRIVE (N) & I-205 EAST OFF RAMP/I-205 EAST ON RAMP Timing Plan: AM 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) 17 52 285 0000 1 8 3 4 2 2 3 6 6 1 50 Future Volume (veh/h) 17 52 285 0000 1 8 3 4 2 2 3 6 6 1 50 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1856 1900 0 1678 1678 1781 1678 0 Adj Flow Rate, veh/h 18 57 310 0 199 459 39 668 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 0 0 15 15 8 15 0
Cap, veh/h 21 67 364 0 702 595 71 905 0
Arrive On Green 0.28 0.28 0.28 0.00 0.42 0.42 0.04 0.54 0.00 Sat Flow, veh/h 76 239 1302 0 1678 1422 1697 1678 0
Grp Volume(v), veh/h 385 0 0 0 199 459 39 668 0
Grp Sat Flow(s),veh/h/ln1617 0 0 0 1678 1422 1697 1678 0 Q Serve(g_s), s 11.3 0.0 0.0 0.0 3.9 14.0 1.1 15.3 0.0
Cycle Q Clear(g_c), s 11.3 0.0 0.0 0.0 3.9 14.0 1.1 15.3 0.0 Prop In Lane 0.05 0.81 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 452 0 0 0 702 595 71 905 0
V/C Ratio(X) 0.85 0.00 0.00 0.00 0.28 0.77 0.55 0.74 0.00 Avail Cap(c_a), veh/h 804 0 0 0 1834 1555 506 1834 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 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.1 0.0 0.0 0.0 9.7 12.6 23.6 8.9 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.0 0.3 3.1 6.5 1.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 0.0 0.0 1.1 3.7 0.5 3.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 0.0 0.0 0.0 10.0 15.6 30.1 10.6 0.0 LnGrp LOS B A A A A B C B A
Approach Vol, veh/h 385 658 707
Approach Delay, s/veh 18.9 13.9 11.6
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s6.1 25.9 18.3 32.0
Change Period (Y+Rc), s 4.0 4.9 * 4.2 4.9
Max Green Setting (Gmax), s 15.0 55.0 * 25 55.0
Max Q Clear Time (g_c+I1), s 3.1 16.0 13.3 17.3
Green Ext Time (p_c), s 0.1 5.1 0.8 5.3
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
89: MACARTHUR DRIVE (N) & PESCADERO AVE Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 55
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 0 29 46 1 118 12 420 51 183 712 5 Future Volume (veh/h) 7 0 29 46 1 118 12 420 51 183 712 5 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 1678 1856 1678 1856 1678 1678 1678 1678 1856 Adj Flow Rate, veh/h 8 0 32 50 1 128 13 457 55 199 774 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 15 3 15 3 15 15 15 15 3
Cap, veh/h 30 0 310 123 477 366 46 759 91 419 1191 587
Arrive On Green 0.02 0.00 0.20 0.08 0.26 0.26 0.03 0.26 0.26 0.14 0.37 0.37 Sat Flow, veh/h 1767 0 1572 1598 1856 1422 1767 2866 343 3100 3188 1572 Grp Volume(v), veh/h 8 0 32 50 1 128 13 253 259 199 774 5 Grp Sat Flow(s),veh/h/ln1767 0 1572 1598 1856 1422 1767 1594 1616 1550 1594 1572 Q Serve(g_s), s 0.3 0.0 0.9 1.7 0.0 4.2 0.4 7.9 7.9 3.4 11.4 0.1 Cycle Q Clear(g_c), s 0.3 0.0 0.9 1.7 0.0 4.2 0.4 7.9 7.9 3.4 11.4 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 30 0 310 123 477 366 46 422 428 419 1191 587 V/C Ratio(X) 0.27 0.00 0.10 0.41 0.00 0.35 0.28 0.60 0.61 0.48 0.65 0.01 Avail Cap(c_a), veh/h 249 0 943 423 1113 853 468 703 713 820 1406 694 HCM Platoon Ratio 1.00 1.00 1.00 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 27.5 0.0 18.7 24.9 15.6 17.2 27.1 18.2 18.2 22.7 14.7 11.2 Incr Delay (d2), s/veh 1.8 0.0 0.1 0.8 0.0 0.2 1.2 2.0 2.0 0.3 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 0.1 0.0 0.3 0.6 0.0 1.2 0.2 2.7 2.8 1.1 3.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 18.8 25.7 15.6 17.4 28.3 20.2 20.2 23.0 15.7 11.2 LnGrp LOS C A B C B B CCCCBB
Approach Vol, veh/h 40 179 525 978
Approach Delay, s/veh 20.9 19.7 20.4 17.2
Approach LOS C B C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.2 20.0 8.9 15.7 6.0 26.2 5.4 19.1 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 15.0 25.0 15.0 34.0 15.0 25.0 8.0 34.0 Max Q Clear Time (g_c+I1), s 5.4 9.9 3.7 2.9 2.4 13.4 2.3 6.2 Green Ext Time (p_c), s 0.2 3.5 0.0 0.1 0.0 5.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
90: MACARTHUR DRIVE (N) & GRANT LINE RD Timing Plan: AM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 56
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 259 243 48 20 257 106 27 128 14 210 309 426 Future Volume (veh/h) 259 243 48 20 257 106 27 128 14 210 309 426 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1678 1870 1870 1870 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 282 264 52 22 279 115 29 139 15 228 336 463 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 15 2 2 2 15 15 15 15 15
Cap, veh/h 320 946 184 46 416 167 64 669 71 262 571 510 Arrive On Green 0.18 0.32 0.32 0.03 0.17 0.17 0.04 0.23 0.23 0.16 0.36 0.36 Sat Flow, veh/h 1781 2968 576 1598 2473 995 1781 2906 310 1598 1594 1422 Grp Volume(v), veh/h 282 156 160 22 198 196 29 75 79 228 336 463 Grp Sat Flow(s),veh/h/ln1781 1777 1767 1598 1777 1691 1781 1594 1622 1598 1594 1422 Q Serve(g_s), s 12.3 5.2 5.4 1.1 8.3 8.6 1.3 3.0 3.1 11.1 13.6 24.6 Cycle Q Clear(g_c), s 12.3 5.2 5.4 1.1 8.3 8.6 1.3 3.0 3.1 11.1 13.6 24.6 Prop In Lane 1.00 0.33 1.00 0.59 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 320 566 563 46 299 285 64 367 373 262 571 510 V/C Ratio(X) 0.88 0.28 0.28 0.47 0.66 0.69 0.46 0.21 0.21 0.87 0.59 0.91 Avail Cap(c_a), veh/h 336 671 667 302 671 639 336 602 613 302 602 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 20.2 20.3 38.0 30.9 31.1 37.5 24.7 24.7 32.4 20.7 24.2 Incr Delay (d2), s/veh 21.1 0.4 0.5 2.8 4.3 5.0 1.9 0.5 0.5 19.1 2.0 19.6 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 7.0 2.2 2.2 0.4 3.8 3.8 0.6 1.2 1.2 5.5 5.1 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.9 20.7 20.7 40.7 35.2 36.0 39.4 25.2 25.2 51.5 22.7 43.9 LnGrp LOS D CCDDDDCCDCD
Approach Vol, veh/h 598 416 183 1027
Approach Delay, s/veh 35.9 35.9 27.4 38.7
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 23.8 7.3 30.3 7.8 34.0 19.3 18.4 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 30.0 15.0 30.0 15.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 13.1 5.1 3.1 7.4 3.3 26.6 14.3 10.6 Green Ext Time (p_c), s 0.1 1.0 0.0 2.2 0.0 1.9 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
91: ELEVENTH ST. & MACARTHUR DRIVE Timing Plan: AM
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) 18 542 0 0 1074 125 5 5 5 96 0 54 Future Volume (veh/h) 18 542 0 0 1074 125 5 5 5 96 0 54 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 1856 1856 0 1678 1678 1856 1856 1856 1856 1856 1678 Adj Flow Rate, veh/h 20 589 0 0 1167 136 5 5 5 104 0 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 3 3 0 15 15 33333 1 5
Cap, veh/h 62 2212 0 0 1580 705 160 142 102 412 0 266
Arrive On Green 0.04 0.63 0.00 0.00 0.50 0.50 0.19 0.19 0.19 0.19 0.00 0.19 Sat Flow, veh/h 1598 3618 0 0 3272 1422 327 759 543 1408 0 1422 Grp Volume(v), veh/h 20 589 0 0 1167 136 15 0 0 104 0 59 Grp Sat Flow(s),veh/h/ln1598 1763 0 0 1594 1422 1630 0 0 1408 0 1422 Q Serve(g_s), s 0.6 3.6 0.0 0.0 14.1 2.6 0.0 0.0 0.0 2.7 0.0 1.7 Cycle Q Clear(g_c), s 0.6 3.6 0.0 0.0 14.1 2.6 0.3 0.0 0.0 3.1 0.0 1.7 Prop In Lane 1.00 0.00 0.00 1.00 0.33 0.33 1.00 1.00
Lane Grp Cap(c), veh/h 62 2212 0 0 1580 705 404 0 0 412 0 266 V/C Ratio(X) 0.32 0.27 0.00 0.00 0.74 0.19 0.04 0.00 0.00 0.25 0.00 0.22 Avail Cap(c_a), veh/h 987 3631 0 0 3283 1464 915 0 0 1156 0 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.7 4.0 0.0 0.0 9.7 6.8 16.2 0.0 0.0 17.3 0.0 16.7 Incr Delay (d2), s/veh 1.1 0.1 0.0 0.0 0.7 0.1 0.0 0.0 0.0 0.1 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 0.2 0.7 0.0 0.0 3.5 0.6 0.1 0.0 0.0 0.9 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 4.1 0.0 0.0 10.4 7.0 16.2 0.0 0.0 17.4 0.0 16.9 LnGrp LOS C AAABABAABAB
Approach Vol, veh/h 609 1303 15 163
Approach Delay, s/veh 4.8 10.1 16.2 17.2
Approach LOS ABBB
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 35.0 13.6 6.4 28.6 13.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.0 35.0 30.0 50.0 25.0
Max Q Clear Time (g_c+I1), s 5.6 5.1 2.6 16.1 2.3
Green Ext Time (p_c), s 2.9 0.5 0.0 7.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.1
HCM 6th LOS A
Tracy 2020 TMP Existing
92: MACARTHUR (S) & ELEVENTH ST. Timing Plan: AM
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) 0 321 42 203 900 0 904 0 269 0 0 0 Future Volume (veh/h) 0 321 42 203 900 0 904 0 269 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 349 0 221 978 0 983 0 292 0 0 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 3 531 269 1322 0 850 0 756 0 3 0
Arrive On Green 0.00 0.15 0.00 0.15 0.38 0.00 0.48 0.00 0.48 0.00 0.00 0.00 Sat Flow, veh/h 1767 3526 1572 1767 3618 0 1767 0 1572 0 1856 0 Grp Volume(v), veh/h 0 349 0 221 978 0 983 0 292 0 0 0
Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 0 1767 0 1572 0 1856 0 Q Serve(g_s), s 0.0 5.8 0.0 7.6 15.0 0.0 30.0 0.0 7.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 5.8 0.0 7.6 15.0 0.0 30.0 0.0 7.4 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 3 531 269 1322 0 850 0 756 0 3 0 V/C Ratio(X) 0.00 0.66 0.82 0.74 0.00 1.16 0.00 0.39 0.00 0.00 0.00 Avail Cap(c_a), veh/h 566 1695 566 1695 0 850 0 756 0 892 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 25.0 0.0 25.6 16.9 0.0 16.2 0.0 10.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.4 0.0 2.4 1.3 0.0 83.8 0.0 0.3 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 2.4 0.0 3.1 5.5 0.0 29.5 0.0 2.2 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.4 0.0 28.0 18.2 0.0 100.0 0.0 10.7 0.0 0.0 0.0 LnGrp LOS A C C B A F ABAAA
Approach Vol, veh/h 349 A 1199 1275 0
Approach Delay, s/veh 26.4 20.0 79.6 0.0
Approach LOS C B E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 13.9 0.0 0.0 27.9 34.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 30.0 30.0 20.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 9.6 7.8 0.0 0.0 17.0 32.0
Green Ext Time (p_c), s 0.1 1.6 0.0 0.0 4.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
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 2020 TMP Existing
93: MACARTHUR (S) & E. 6th St Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 59
Intersection
Int Delay, s/veh 8.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 60 35 104 1143 138 77
Future Vol, veh/h 60 35 104 1143 138 77
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 65 38 113 1242 150 84

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1660 192 234 0 - 0
Stage 1 192 -----
Stage 2 1468 -----
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 107 847 1328 - - -
Stage 1 838 -----
Stage 2 210 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 78 847 1328 - - -
Mov Cap-2 Maneuver 78 -----
Stage 1 608 -----
Stage 2 210 -----

Approach EB NB SB
HCM Control Delay, s 123 0.7 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1328 - 117 - -
HCM Lane V/C Ratio 0.085 - 0.883 - -
HCM Control Delay (s) 8 0 123 - -
HCM Lane LOS A A F - -
HCM 95th %tile Q(veh) 0.3 - 5.4 - -
Tracy 2020 TMP Existing
94: MACARTHUR (S) & E. Mt. Diablo Ave Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 60
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 19 31 934 127 30
Future Vol, veh/h 22 19 31 934 127 30
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 115 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 24 21 34 1015 138 33

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1238 155 171 0 - 0
Stage 1 155 -----
Stage 2 1083 -----
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 193 888 1400 - - -
Stage 1 871 -----
Stage 2 323 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 182 888 1400 - - -
Mov Cap-2 Maneuver 182 -----
Stage 1 822 -----
Stage 2 323 -----

Approach EB NB SB
HCM Control Delay, s 19.2 0.2 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1400 - 182 888 - -
HCM Lane V/C Ratio 0.024 - 0.131 0.023 - -
HCM Control Delay (s) 7.6 0 27.8 9.2 - -
HCM Lane LOS A A D A - -
HCM 95th %tile Q(veh) 0.1 - 0.4 0.1 - -
Tracy 2020 TMP Existing
95: MACARTHUR (S) & SCHULTE ROAD Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 61
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 194 29 47 171 40 94 849 11 5 112 18 Future Volume (veh/h) 182 194 29 47 171 40 94 849 11 5 112 18 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 198 213 32 51 186 43 102 923 12 5 122 20 Peak Hour Factor 0.92 0.91 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 183 197 330 63 229 250 130 512 7 147 451 74
Arrive On Green 0.21 0.21 0.21 0.16 0.16 0.16 0.07 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 873 939 1572 395 1441 1572 1767 1828 24 1767 1555 255 Grp Volume(v), veh/h 411 0 32 237 0 43 102 0 935 5 0 142 Grp Sat Flow(s),veh/h/ln 1812 0 1572 1836 0 1572 1767 0 1851 1767 0 1810 Q Serve(g_s), s 15.0 0.0 1.2 8.9 0.0 1.7 4.1 0.0 20.0 0.2 0.0 4.3 Cycle Q Clear(g_c), s 15.0 0.0 1.2 8.9 0.0 1.7 4.1 0.0 20.0 0.2 0.0 4.3 Prop In Lane 0.48 1.00 0.22 1.00 1.00 0.01 1.00 0.14
Lane Grp Cap(c), veh/h 381 0 330 291 0 250 130 0 519 147 0 525 V/C Ratio(X) 1.08 0.00 0.10 0.81 0.00 0.17 0.78 0.00 1.80 0.03 0.00 0.27 Avail Cap(c_a), veh/h 381 0 330 386 0 330 248 0 519 371 0 525 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 22.7 29.0 0.0 26.0 32.5 0.0 25.7 30.1 0.0 19.5 Incr Delay (d2), s/veh 69.1 0.0 0.2 10.3 0.0 0.4 3.8 0.0 368.9 0.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.2 0.0 0.4 4.5 0.0 0.6 1.8 0.0 61.0 0.1 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.2 0.0 22.9 39.3 0.0 26.4 36.3 0.0 394.6 30.1 0.0 19.9 LnGrp LOS F A C D A C D A F C A B
Approach Vol, veh/h 443 280 1037 147
Approach Delay, s/veh 91.9 37.3 359.3 20.2
Approach LOS F D F C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.9 10.6 25.0 15.9 9.9 25.7
Change Period (Y+Rc), s 4.9 4.6 * 5 4.6 4.6 5.0
Max Green Setting (Gmax), s 15.0 15.0 * 20 15.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 17.0 2.2 22.0 10.9 6.1 6.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 223.8
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 2020 TMP Existing
96: MACARTHUR (S) & VALPICO RD. Timing Plan: AM
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) 247 288 23 47 312 33 55 200 84 54 72 153 Future Volume (veh/h) 247 288 23 47 312 33 55 200 84 54 72 153 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 1796 1870 1870 1900 1870 1870 1841 1826 1826 1900 1826 1826 Adj Flow Rate, veh/h 268 313 25 51 339 36 60 217 91 59 78 166 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, % 7 22022455055
Cap, veh/h 313 590 47 132 391 42 158 265 111 144 376 319 Arrive On Green 0.18 0.35 0.35 0.07 0.24 0.24 0.09 0.22 0.22 0.08 0.21 0.21 Sat Flow, veh/h 1711 1709 137 1810 1662 177 1753 1221 512 1810 1826 1547 Grp Volume(v), veh/h 268 0 338 51 0 375 60 0 308 59 78 166 Grp Sat Flow(s),veh/h/ln1711 0 1846 1810 0 1839 1753 0 1734 1810 1826 1547 Q Serve(g_s), s 10.2 0.0 9.9 1.8 0.0 13.2 2.2 0.0 11.4 2.1 2.4 6.4 Cycle Q Clear(g_c), s 10.2 0.0 9.9 1.8 0.0 13.2 2.2 0.0 11.4 2.1 2.4 6.4 Prop In Lane 1.00 0.07 1.00 0.10 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 313 0 637 132 0 433 158 0 376 144 376 319 V/C Ratio(X) 0.86 0.00 0.53 0.39 0.00 0.87 0.38 0.00 0.82 0.41 0.21 0.52 Avail Cap(c_a), veh/h 382 0 637 404 0 547 391 0 1031 404 543 460 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 0.00 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 26.6 0.0 17.6 29.7 0.0 24.7 28.8 0.0 25.1 29.4 22.1 23.7 Incr Delay (d2), s/veh 13.0 0.0 0.8 0.7 0.0 11.5 0.6 0.0 4.5 0.7 0.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 3.8 0.8 0.0 6.5 0.9 0.0 4.7 0.9 1.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.6 0.0 18.5 30.4 0.0 36.2 29.4 0.0 29.5 30.1 22.4 25.1 LnGrp LOS D A B C A D C A C C C C
Approach Vol, veh/h 606 426 368 303
Approach Delay, s/veh 27.8 35.5 29.5 25.4
Approach LOS CDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.5 28.2 10.7 18.9 16.9 20.8 9.9 19.6 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 15.0 20.0 15.0 20.0 15.0 20.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 3.8 11.9 4.2 8.4 12.2 15.2 4.1 13.4 Green Ext Time (p_c), s 0.0 0.8 0.1 0.7 0.2 0.7 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
99: CHRISMAN & ELEVENTH ST. Timing Plan: AM
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) 108 369 59 287 682 31 448 29 487 20 21 21 Future Volume (veh/h) 108 369 59 287 682 31 448 29 487 20 21 21 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 117 401 64 312 741 34 487 32 0 22 23 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 176 687 307 349 1031 460 508 28 325 315
Arrive On Green 0.11 0.22 0.22 0.22 0.32 0.32 0.35 0.35 0.00 0.35 0.35 0.00 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 1203 79 1422 739 890 1422 Grp Volume(v), veh/h 117 401 64 312 741 34 519 0 0 45 0 0 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1282 0 1422 1629 0 1422 Q Serve(g_s), s 6.0 9.6 3.1 16.1 17.4 1.4 28.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.0 9.6 3.1 16.1 17.4 1.4 30.0 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.94 1.00 0.49 1.00
Lane Grp Cap(c), veh/h 176 687 307 349 1031 460 536 0 640 0 V/C Ratio(X) 0.66 0.58 0.21 0.89 0.72 0.07 0.97 0.00 0.07 0.00 Avail Cap(c_a), veh/h 942 1880 839 377 1880 839 536 0 640 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.2 29.8 27.3 32.2 25.3 19.9 29.1 0.0 0.0 18.2 0.0 0.0 Incr Delay (d2), s/veh 8.8 1.7 0.7 23.8 2.0 0.1 31.5 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.6 1.1 7.9 6.0 0.4 14.8 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 31.5 28.0 56.0 27.3 20.0 60.6 0.0 0.0 18.4 0.0 0.0 LnGrp LOS D C C E C C E A B A
Approach Vol, veh/h 582 1087 519 A 45 A
Approach Delay, s/veh 33.8 35.3 60.6 18.4
Approach LOS C D E B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.5 24.3 36.0 15.4 33.4 36.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 50.0 30.0 50.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 18.1 11.6 3.5 8.0 19.4 32.0 Green Ext Time (p_c), s 0.4 4.7 0.3 1.0 8.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
100: CHRISMAN & SCHULTE ROAD Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 65
Intersection
Int Delay, s/veh 51.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 162 26 120 883 286 117
Future Vol, veh/h 162 26 120 883 286 117
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 190 - - -
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 176 28 130 960 311 127

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1595 375 438 0 - 0
Stage 1 375 -----
Stage 2 1220 -----
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 ~ 117 669 1117 - - -
Stage 1 693 -----
Stage 2 278 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 103 669 1117 - - -
Mov Cap-2 Maneuver ~ 103 -----
Stage 1 613 -----
Stage 2 278 -----

Approach EB NB SB
HCM Control Delay, s$ 432.7 1 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1117 - 117 - -
HCM Lane V/C Ratio 0.117 - 1.747 - -
HCM Control Delay (s) 8.6 -$ 432.7 - -
HCM Lane LOS A - F - -
HCM 95th %tile Q(veh) 0.4 - 15.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Tracy 2020 TMP Existing
101: CHRISMAN & VALPICO RD. Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 66
Intersection
Intersection Delay, s/veh 26.5
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 279 18 98 3 9 29 73 132 3 34 79 166
Future Vol, veh/h 279 18 98 3 9 29 73 132 3 34 79 166
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Heavy Vehicles, % 333333383383
Mvmt Flow 399 26 140 4 13 41 104 189 4 49 113 237
Number of Lanes 011011110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2322
HCM Control Delay 41.6 11.9 16.1 14.9

HCM LOS E B C B

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 94% 0% 25% 0% 100% 0% 0%
Vol Thru, % 0% 98% 6% 0% 75% 0% 0% 100% 0%
Vol Right, % 0% 2% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 135 297 98 12 29 34 79 166
LT Vol 73 0 279 0 3 0 34 0 0
Through Vol 0 132 18 0900 7 90
RT Vol 0 3 0 98 0 29 0 0 166
Lane Flow Rate 104 193 424 140 17 41 49 113 237
Geometry Grp 888888888
Degree of Util (X) 0.249 0.436 0.916 0.256 0.043 0.094 0.113 0.25 0.472 Departure Headway (Hd) 8.586 8.143 7.768 6.583 9.013 8.163 8.402 7.976 7.172 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 418 442 467 545 396 437 426 449 500
Service Time 6.35 5.906 5.52 4.335 6.796 5.945 6.163 5.738 4.934 HCM Lane V/C Ratio 0.249 0.437 0.908 0.257 0.043 0.094 0.115 0.252 0.474 HCM Control Delay 14.2 17.1 51.5 11.6 12.2 11.8 12.2 13.4 16.2 HCM Lane LOS B C F BBBBBC
HCM 95th-tile Q 1 2.2 10.4 1 0.1 0.3 0.4 1 2.5
Tracy 2020 TMP Existing
102: Paradise Rd & Arbor Ave Timing Plan: AM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 67
Intersection
Int Delay, s/veh 4.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 23 16 16 14 9
Future Vol, veh/h 4 23 16 16 14 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 4 26 18 18 16 10

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 75 21 26 0 - 0
Stage 1 21 -----
Stage 2 54 -----
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 926 1054 1582 - - -
Stage 1 999 -----
Stage 2 966 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 916 1054 1582 - - -
Mov Cap-2 Maneuver 916 -----
Stage 1 988 -----
Stage 2 966 -----

Approach EB NB SB
HCM Control Delay, s 8.6 3.7 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1582 - 1031 - -
HCM Lane V/C Ratio 0.011 - 0.029 - -
HCM Control Delay (s) 7.3 0 8.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
Tracy 2020 TMP Existing
105: Paradise Rd & Pescadero Ave Timing Plan: AM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 68
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 36 55 28 17 1
Future Vol, veh/h 3 36 55 28 17 1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles, % 15 15 15 15 15 15
Mvmt Flow 3 40 61 31 19 1
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.4 8.3 7.9

HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 94%
Vol Right, % 0% 0% 0% 100% 6%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 55 28 3 36 18
L T V o l 5 50300
Through Vol 0 28 0 0 17
RT Vol 0 0 0 36 1
Lane Flow Rate 61 31 3 40 20
Geometry Grp 77774
Degree of Util (X) 0.091 0.042 0.005 0.048 0.026
Departure Headway (Hd) 5.342 4.841 5.557 4.355 4.666
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 671 739 648 827 761
Service Time 3.074 2.574 3.257 2.055 2.735
HCM Lane V/C Ratio 0.091 0.042 0.005 0.048 0.026
HCM Control Delay 8.6 7.8 8.3 7.3 7.9
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.3 0.1 0 0.2 0.1
Tracy 2020 TMP Existing
106: PARADISE RD & GRANT LINE RD Timing Plan: AM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 69
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 205 39 239 473 209 17 20 11 100 11 5 Future Volume (veh/h) 19 205 39 239 473 209 17 20 11 100 11 5 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 21 223 42 260 514 227 18 22 12 109 12 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 61 527 235 299 678 298 91 111 60 228 25 10
Arrive On Green 0.04 0.17 0.17 0.19 0.31 0.31 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1598 3188 1422 1598 2154 947 548 670 366 1382 152 63 Grp Volume(v), veh/h 21 223 42 260 380 361 52 0 0 126 0 0 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1507 1584 0 0 1597 0 0 Q Serve(g_s), s 0.9 4.6 1.8 11.5 15.6 15.7 2.1 0.0 0.0 5.2 0.0 0.0 Cycle Q Clear(g_c), s 0.9 4.6 1.8 11.5 15.6 15.7 2.1 0.0 0.0 5.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.63 0.35 0.23 0.87 0.04
Lane Grp Cap(c), veh/h 61 527 235 299 501 474 262 0 0 264 0 0 V/C Ratio(X) 0.35 0.42 0.18 0.87 0.76 0.76 0.20 0.00 0.00 0.48 0.00 0.00 Avail Cap(c_a), veh/h 880 1756 783 440 501 474 807 0 0 880 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.0 27.2 26.1 28.6 22.4 22.4 26.2 0.0 0.0 27.5 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.2 0.1 8.6 5.9 6.4 0.1 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.6 0.6 4.7 5.9 5.7 0.7 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 27.4 26.2 37.2 28.3 28.9 26.3 0.0 0.0 28.0 0.0 0.0 LnGrp LOS D CCDCCCAACAA
Approach Vol, veh/h 286 1001 52 126
Approach Delay, s/veh 27.8 30.8 26.3 28.0
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.6 18.0 18.0 8.8 28.8 17.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 20.0 40.0 37.0 40.0 22.0 40.0 Max Q Clear Time (g_c+I1), s 13.5 6.6 4.1 2.9 17.7 7.2
Green Ext Time (p_c), s 0.2 0.9 0.1 0.0 1.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 29.8
HCM 6th LOS C
Tracy 2020 TMP Existing
76: TRACY BLVD & W 6th St Timing Plan: AM
HCM Signalized Intersection Capacity Analysis Synchro 10 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 4 0 72 0 35 0 1033 212 45 367 0
Future Volume (vph) 0 4 0 72 0 35 0 1033 212 45 367 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 5.0
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frt 1.00 0.96 0.97 1.00 1.00
Flt Protected 1.00 0.97 1.00 0.95 1.00
Satd. Flow (prot) 1845 1706 3415 1752 3505
Flt Permitted 1.00 0.80 1.00 0.95 1.00
Satd. Flow (perm) 1845 1404 3415 1752 3505
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 4 0 78 0 38 0 1123 230 49 399 0
RTOR Reduction (vph) 0000 1 0 30070000
Lane Group Flow (vph) 0400 1 300 1346 0 49 399 0
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 10.4 10.4 78.9 6.7 90.1
Effective Green, g (s) 10.4 10.4 78.9 6.7 90.1
Actuated g/C Ratio 0.09 0.09 0.72 0.06 0.82
Clearance Time (s) 4.5 4.5 5.0 4.5 5.0
Vehicle Extension (s) 2.0 2.5 3.0 1.0 3.0
Lane Grp Cap (vph) 174 132 2449 106 2870
v/s Ratio Prot 0.00 c0.39 c0.03 0.11
v/s Ratio Perm c0.01
v/c Ratio 0.02 0.10 0.55 0.46 0.14
Uniform Delay, d1 45.2 45.5 7.3 49.9 2.0
Progression Factor 1.00 1.00 1.00 1.37 1.17
Incremental Delay, d2 0.0 0.2 0.9 1.1 0.1
Delay (s) 45.2 45.7 8.2 69.3 2.5
Level of Service D D A E A
Approach Delay (s) 45.2 45.7 8.2 9.8
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 58.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Tracy 2020 TMP Existing
98: Chrisman Rd & Grant Line Rd Timing Plan: AM
HCM Signalized Intersection Capacity Analysis Synchro 10 Report Kimley-Horn Page 1
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 217 77 90 367 18 6
Future Volume (vph) 0 217 77 90 367 18 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 6.0 6.0 6.0
Lane Util. Factor 0.91 1.00 0.91 1.00 1.00
Frt 0.96 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4333 1570 4510 1570 1404
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4333 1570 4510 1570 1404
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 0 271 96 112 459 22 8
RTOR Reduction (vph) 0 58 00008
Lane Group Flow (vph) 0 309 0 113 459 23 0
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15%
Turn Type Prot NA Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 8
Actuated Green, G (s) 17.4 8.0 31.4 0.8 0.8
Effective Green, g (s) 17.4 8.0 31.4 0.8 0.8
Actuated g/C Ratio 0.39 0.18 0.71 0.02 0.02
Clearance Time (s) 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s) 2.0 3.0 2.0 1.0 1.0
Lane Grp Cap (vph) 1705 284 3203 28 25
v/s Ratio Prot c0.07 c0.07 0.10 c0.01
v/s Ratio Perm 0.00
v/c Ratio 0.18 0.40 0.14 0.82 0.01
Uniform Delay, d1 8.7 16.0 2.1 21.6 21.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.9 0.0 92.8 0.0
Delay (s) 8.8 16.9 2.1 114.4 21.3
Level of Service A B A F C
Approach Delay (s) 8.8 5.0 90.4
Approach LOS A A F
Intersection Summary
HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 44.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
Tracy 2020 TMP Existing
1: International Pkwy & I-205 WB On-Ramp Timing Plan: PM 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 0 205 4 301 18 271 0 0 401 34 Future Volume (veh/h) 0 0 0 205 4 301 18 271 0 0 401 34 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 223 4 327 20 295 0 0 436 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 15 15 15 15 0 0 15 15
Cap, veh/h 360 6 574 64 1531 0 0 1462
Arrive On Green 0.26 0.23 0.23 0.04 0.48 0.00 0.00 0.32 0.00 Sat Flow, veh/h 1571 28 2502 1598 3272 0 0 4731 1422
Grp Volume(v), veh/h 227 0 327 20 295 0 0 436 0
Grp Sat Flow(s),veh/h/ln 1599 0 1251 1598 1594 0 0 1527 1422 Q Serve(g_s), s 4.7 0.0 4.3 0.5 2.0 0.0 0.0 2.7 0.0
Cycle Q Clear(g_c), s 4.7 0.0 4.3 0.5 2.0 0.0 0.0 2.7 0.0 Prop In Lane 0.98 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 367 0 574 64 1531 0 0 1462
V/C Ratio(X) 0.62 0.00 0.57 0.31 0.19 0.00 0.00 0.30
Avail Cap(c_a), veh/h 1071 0 1676 709 3798 0 0 2870
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 0.00 Uniform Delay (d), s/veh 12.4 0.0 12.7 17.3 5.5 0.0 0.0 9.5 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.5 1.0 0.0 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 1.4 0.0 1.0 0.2 0.4 0.0 0.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.4 0.0 13.3 18.4 5.6 0.0 0.0 9.6 0.0 LnGrp LOS BABBAAAA
Approach Vol, veh/h 554 315 436 A
Approach Delay, s/veh 13.3 6.4 9.6
Approach LOS B A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 23.6 6.0 17.6 13.6
Change Period (Y+Rc), s 5.7 4.5 5.7 5.1
Max Green Setting (Gmax), s 44.3 16.5 23.3 24.9
Max Q Clear Time (g_c+I1), s 4.0 2.5 4.7 6.7
Green Ext Time (p_c), s 1.4 0.0 1.9 1.9
Intersection Summary
HCM 6th Ctrl Delay 10.4
HCM 6th LOS B
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
2: International Pkwy & I-205 EB Off-Ramp/I-205 EB On-Ramp Timing Plan: PM 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) 112 1 28 0000 1 7 7 5 1 20 3 2 80 Future Volume (veh/h) 112 1 28 0000 1 7 7 5 1 20 3 2 80 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 125 0 31 0 197 569 0 364 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 15 15 15 0 15 15 0 15 0
Cap, veh/h 358 0 159 0 2322 1036 0 2322 0
Arrive On Green 0.11 0.00 0.11 0.00 0.73 0.73 0.00 0.73 0.00 Sat Flow, veh/h 3196 0 1422 0 3272 1422 0 3355 0
Grp Volume(v), veh/h 125 0 31 0 197 569 0 364 0
Grp Sat Flow(s),veh/h/ln1598 0 1422 0 1594 1422 0 1594 0 Q Serve(g_s), s 2.4 0.0 1.3 0.0 1.2 12.3 0.0 2.4 0.0
Cycle Q Clear(g_c), s 2.4 0.0 1.3 0.0 1.2 12.3 0.0 2.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 358 0 159 0 2322 1036 0 2322 0
V/C Ratio(X) 0.35 0.00 0.19 0.00 0.08 0.55 0.00 0.16 0.00 Avail Cap(c_a), veh/h 940 0 418 0 2322 1036 0 2322 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 27.8 0.0 27.3 0.0 2.7 4.2 0.0 2.8 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.1 2.1 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 0.9 0.0 0.4 0.0 0.3 2.7 0.0 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 0.0 27.5 0.0 2.7 6.3 0.0 3.0 0.0 LnGrp LOS C A C AAAAAA
Approach Vol, veh/h 156 766 364
Approach Delay, s/veh 27.9 5.3 3.0
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.0 12.7 55.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 49.3 19.9 49.3
Max Q Clear Time (g_c+I1), s 14.3 4.4 4.4
Green Ext Time (p_c), s 2.1 0.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 7.4
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: PM 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) 16 3 0 656 350 2
Future Volume (veh/h) 16 3 0 656 350 2
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 18 3 0 745 398 2
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 15 15 15 15 15 15
Cap, veh/h 43 38 6 1027 1027 871
Arrive On Green 0.03 0.03 0.00 0.61 0.61 0.61
Sat Flow, veh/h 1598 1422 1598 1678 1678 1422
Grp Volume(v), veh/h 18 3 0 745 398 2
Grp Sat Flow(s),veh/h/ln1598 1422 1598 1678 1678 1422
Q Serve(g_s), s 0.3 0.1 0.0 8.4 3.3 0.0
Cycle Q Clear(g_c), s 0.3 0.1 0.0 8.4 3.3 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 43 38 6 1027 1027 871
V/C Ratio(X) 0.42 0.08 0.00 0.73 0.39 0.00
Avail Cap(c_a), veh/h 1176 1046 1176 2469 2469 2093
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.0 12.9 0.0 3.7 2.7 2.0
Incr Delay (d2), s/veh 6.3 0.9 0.0 1.0 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 0.2 0.0 0.0 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.3 13.8 0.0 4.7 2.9 2.0
LnGrp LOS B BAAAA
Approach Vol, veh/h 21 745 400
Approach Delay, s/veh 18.5 4.7 2.9
Approach LOS B A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s0.0 22.4 4.7 22.4
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 0.0 5.3 2.3 10.4
Green Ext Time (p_c), s 0.0 2.7 0.0 6.2
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
Tracy 2020 TMP Existing
5: Mountain House Parkway/International Pkwy & Old Schulte Road Timing Plan: PM 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) 45 43 77 507 36 141 121 733 396 118 785 23 Future Volume (veh/h) 45 43 77 507 36 141 121 733 396 118 785 23 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 1324 883 1589 1324 1060 1589 1324 1060 1589 1324 Adj Flow Rate, veh/h 51 48 87 570 40 158 136 824 445 133 882 26 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 64 276 102 445 477 337 138 1094 407 162 932 347 Arrive On Green 0.06 0.09 0.09 0.27 0.30 0.30 0.14 0.36 0.36 0.08 0.31 0.31 Sat Flow, veh/h 1009 3020 1122 1631 1589 1122 1009 3020 1122 1958 3020 1122 Grp Volume(v), veh/h 51 48 87 570 40 158 136 824 445 133 882 26 Grp Sat Flow(s),veh/h/ln1009 1510 1122 816 1589 1122 1009 1510 1122 979 1510 1122 Q Serve(g_s), s 7.3 2.2 11.2 40.0 2.7 16.8 19.7 35.1 53.1 9.8 41.8 2.4 Cycle Q Clear(g_c), s 7.3 2.2 11.2 40.0 2.7 16.8 19.7 35.1 53.1 9.8 41.8 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 64 276 102 445 477 337 138 1094 407 162 932 347 V/C Ratio(X) 0.79 0.17 0.85 1.28 0.08 0.47 0.99 0.75 1.09 0.82 0.95 0.08 Avail Cap(c_a), veh/h 138 412 153 445 509 360 138 1094 407 334 968 360 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.7 61.5 65.6 53.3 36.8 41.8 63.2 41.0 46.8 66.2 49.5 35.9 Incr Delay (d2), s/veh 19.0 0.3 23.7 142.8 0.1 1.0 73.0 3.0 72.5 9.7 17.1 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 2.2 0.8 3.8 16.8 1.0 4.7 7.9 13.5 22.5 2.7 18.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.7 61.8 89.3 196.2 36.9 42.8 136.2 44.0 119.3 75.9 66.6 36.0 LnGrp LOS F E F F D D F D F E E D
Approach Vol, veh/h 186 768 1405 1041
Approach Delay, s/veh 81.5 156.3 76.8 67.0
Approach LOS F F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 19.2 60.1 47.0 20.4 27.0 52.3 16.4 51.0 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 47.0 40.0 20.0 20.0 47.0 20.0 47.0 Max Q Clear Time (g_c+I1), s 11.8 55.1 42.0 13.2 21.7 43.8 9.3 18.8 Green Ext Time (p_c), s 0.4 0.0 0.0 0.2 0.0 1.5 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 92.0
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: PM 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 0050 1 9 9 1 0 8 0 600 7 8 7 2 7 6 Future Volume (veh/h) 0 0050 1 9 9 1 0 8 0 600 7 8 7 2 7 6 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 5 0 0 11 848 0 0 828 291
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 15 15 0 0 15 15
Cap, veh/h 12 0 12 916 0 0 572 485
Arrive On Green 0.01 0.00 0.00 0.55 0.55 0.00 0.00 0.34 0.34 Sat Flow, veh/h 1598 0 1422 21 1655 0 0 1678 1422
Grp Volume(v), veh/h 5 0 0 859 0 0 0 828 291
Grp Sat Flow(s),veh/h/ln 1598 0 1422 1677 0 0 0 1678 1422 Q Serve(g_s), s 0.5 0.0 0.0 79.8 0.0 0.0 0.0 58.0 28.8
Cycle Q Clear(g_c), s 0.5 0.0 0.0 79.8 0.0 0.0 0.0 58.0 28.8 Prop In Lane 1.00 1.00 0.01 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 12 0 927 0 0 0 572 485
V/C Ratio(X) 0.42 0.00 0.93 0.00 0.00 0.00 1.45 0.60
Avail Cap(c_a), veh/h 124 0 927 0 0 0 572 485
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 0.09 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 84.0 0.0 0.0 34.8 0.0 0.0 0.0 56.0 46.4 Incr Delay (d2), s/veh 22.0 0.0 0.0 2.1 0.0 0.0 0.0 210.7 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 32.6 0.0 0.0 0.0 58.0 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.0 0.0 0.0 36.9 0.0 0.0 0.0 266.7 50.9 LnGrp LOS F A D A A A F D
Approach Vol, veh/h 5 A 859 1119
Approach Delay, s/veh 106.0 36.9 210.6
Approach LOS F D F
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 99.8 63.8 6.4
Change Period (Y+Rc), s 5.8 5.8 5.1
Max Green Setting (Gmax), s 82.1 58.0 13.2
Max Q Clear Time (g_c+I1), s 81.8 60.0 2.5
Green Ext Time (p_c), s 0.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 135.1
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: PM 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) 135 4 66 0000 7 3 0 4 3 3 7 4 1 4 30 Future Volume (veh/h) 135 4 66 0000 7 3 0 4 3 3 7 4 1 4 30 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 144 4 0 0 777 461 788 46 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 15 15 15 0 15 15 15 15 0
Cap, veh/h 165 5 0 713 605 561 33 0
Arrive On Green 0.11 0.11 0.00 0.00 0.43 0.43 0.37 0.37 0.00 Sat Flow, veh/h 1557 43 1422 0 1678 1422 1514 88 0
Grp Volume(v), veh/h 148 0 0 0 777 461 834 0 0
Grp Sat Flow(s),veh/h/ln1600 0 1422 0 1678 1422 1602 0 0 Q Serve(g_s), s 15.5 0.0 0.0 0.0 72.3 46.9 63.0 0.0 0.0 Cycle Q Clear(g_c), s 15.5 0.0 0.0 0.0 72.3 46.9 63.0 0.0 0.0 Prop In Lane 0.97 1.00 0.00 1.00 0.94 0.00
Lane Grp Cap(c), veh/h 169 0 0 713 605 594 0 0
V/C Ratio(X) 0.87 0.00 0.00 1.09 0.76 1.40 0.00 0.00
Avail Cap(c_a), veh/h 303 0 0 713 605 594 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 74.9 0.0 0.0 0.0 48.9 41.6 53.5 0.0 0.0 Incr Delay (d2), s/veh 15.1 0.0 0.0 0.0 60.5 8.8 183.1 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 7.1 0.0 0.0 0.0 42.1 18.0 55.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.0 0.0 0.0 0.0 109.4 50.4 236.6 0.0 0.0 LnGrp LOS F A A F D F A A
Approach Vol, veh/h 148 A 1238 834
Approach Delay, s/veh 90.0 87.4 236.6
Approach LOS F F F
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 78.1 23.1 68.8
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 58.1 32.2 63.0
Max Q Clear Time (g_c+I1), s 74.3 17.5 65.0
Green Ext Time (p_c), s 0.0 0.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 143.6
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: PM HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 137 0 0 53
Future Vol, veh/h 0 0 137 0 0 53
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 0 149 0 0 58
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 8 7.5

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 137 0 53
LT Vol 0 0 0
Through Vol 137 0 53
RT Vol 0 0 0
Lane Flow Rate 149 0 58
Geometry Grp 1 1 1
Degree of Util (X) 0.17 0 0.067
Departure Headway (Hd) 4.113 4.526 4.18
Convergence, Y/N Yes Yes Yes
Cap 874 0 855
Service Time 2.126 2.526 2.212
HCM Lane V/C Ratio 0.17 0 0.068
HCM Control Delay 8 7.5 7.5
HCM Lane LOS A N A
HCM 95th-tile Q 0.6 0 0.2
Tracy 2020 TMP Existing
9: Iron Horse Parkway/Hansen Rd & Promontory Pkwy Timing Plan: PM 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) 34 0 30 19 0 27 4 76 14 19 28 6
Future Volume (veh/h) 34 0 30 19 0 27 4 76 14 19 28 6
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 50 0 44 28 0 40 6 112 21 28 41 9
Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 90 367 311 56 332 281 13 779 347 56 864 385
Arrive On Green 0.05 0.00 0.21 0.03 0.00 0.19 0.01 0.23 0.23 0.03 0.26 0.26 Sat Flow, veh/h 1668 1752 1482 1668 1752 1485 1668 3328 1482 1668 3328 1482 Grp Volume(v), veh/h 50 0 44 28 0 40 6 112 21 28 41 9
Grp Sat Flow(s),veh/h/ln1668 1752 1482 1668 1752 1485 1668 1664 1482 1668 1664 1482 Q Serve(g_s), s 1.1 0.0 0.9 0.6 0.0 0.8 0.1 1.0 0.4 0.6 0.3 0.2 Cycle Q Clear(g_c), s 1.1 0.0 0.9 0.6 0.0 0.8 0.1 1.0 0.4 0.6 0.3 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 90 367 311 56 332 281 13 779 347 56 864 385 V/C Ratio(X) 0.55 0.00 0.14 0.50 0.00 0.14 0.45 0.14 0.06 0.50 0.05 0.02 Avail Cap(c_a), veh/h 882 1852 1567 882 1852 1570 882 3519 1567 882 3519 1567 HCM Platoon Ratio 1.00 1.00 1.00 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 17.5 0.0 12.2 18.0 0.0 12.8 18.7 11.5 11.3 18.0 10.5 10.4 Incr Delay (d2), s/veh 5.2 0.0 0.2 6.7 0.0 0.2 21.3 0.1 0.1 6.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.3 0.0 0.2 0.1 0.3 0.1 0.3 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.7 0.0 12.4 24.6 0.0 13.0 40.0 11.6 11.3 24.6 10.5 10.5 LnGrp LOS C A B C A B D B B C B B
Approach Vol, veh/h 94 68 139 78
Approach Delay, s/veh 17.9 17.8 12.8 15.6
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.3 12.6 5.3 14.7 6.0 11.9 4.3 15.6 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 2.6 2.9 2.6 3.0 3.1 2.8 2.1 2.3 Green Ext Time (p_c), s 0.0 0.1 0.0 0.8 0.1 0.1 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 15.5
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 & Iron Horse Parkway Timing Plan: PM 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) 92 370 26 8 69 17 20 6 15 41 2 64 Future Volume (veh/h) 92 370 26 8 69 17 20 6 15 41 2 64 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 110 440 31 10 82 20 24 7 18 49 2 76 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 207 546 463 37 368 312 80 63 161 136 312 264 Arrive On Green 0.13 0.33 0.33 0.02 0.22 0.22 0.05 0.15 0.15 0.08 0.19 0.19 Sat Flow, veh/h 1598 1678 1422 1598 1678 1422 1598 416 1069 1598 1678 1422 Grp Volume(v), veh/h 110 440 31 10 82 20 24 0 25 49 2 76 Grp Sat Flow(s),veh/h/ln1598 1678 1422 1598 1678 1422 1598 0 1485 1598 1678 1422 Q Serve(g_s), s 3.7 13.8 0.9 0.4 2.3 0.6 0.8 0.0 0.8 1.7 0.1 2.7 Cycle Q Clear(g_c), s 3.7 13.8 0.9 0.4 2.3 0.6 0.8 0.0 0.8 1.7 0.1 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.72 1.00 1.00
Lane Grp Cap(c), veh/h 207 546 463 37 368 312 80 0 224 136 312 264 V/C Ratio(X) 0.53 0.81 0.07 0.27 0.22 0.06 0.30 0.00 0.11 0.36 0.01 0.29 Avail Cap(c_a), veh/h 415 1163 986 415 1163 986 415 0 386 415 436 370 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 23.5 17.8 13.4 27.7 18.5 17.8 26.4 0.0 21.2 24.9 19.1 20.2 Incr Delay (d2), s/veh 2.1 4.0 0.1 3.9 0.4 0.1 2.1 0.0 0.3 1.6 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.9 0.3 0.2 0.8 0.2 0.3 0.0 0.3 0.7 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 21.8 13.5 31.6 18.9 18.0 28.5 0.0 21.5 26.5 19.2 21.0 LnGrp LOS C C B C B B C A C C B C
Approach Vol, veh/h 581 112 49 127
Approach Delay, s/veh 22.1 19.9 24.9 23.1
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 25.3 10.4 14.2 14.0 19.1 8.4 16.2 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 2.4 15.8 3.7 2.8 5.7 4.3 2.8 4.7 Green Ext Time (p_c), s 0.0 2.9 0.1 0.0 0.2 0.5 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 22.1
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: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 10
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 877 922 49 26 9
Future Vol, veh/h 33 877 922 49 26 9
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 36 953 1002 53 28 10

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1055 0 - 0 2054 1029
Stage 1 - - - - 1029 -
Stage 2 - - - - 1025 -
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 656 - - - 60 283
Stage 1 - - - - 343 -
Stage 2 - - - - 345 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 656 - - - 53 283
Mov Cap-2 Maneuver - - - - 53 -
Stage 1 - - - - 303 -
Stage 2 - - - - 345 -

Approach EB WB SB
HCM Control Delay, s 0.4 0 113.8

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 656 - - - 67
HCM Lane V/C Ratio 0.055 - - - 0.568
HCM Control Delay (s) 10.8 0 - - 113.8
HCM Lane LOS B A - - F
HCM 95th %tile Q(veh) 0.2 - - - 2.4
Tracy 2020 TMP Existing
31: Lammers Rd & Byron Rd/ Byron Rd Timing Plan: PM
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) 366 260 34 288 329 95
Future Volume (veh/h) 366 260 34 288 329 95
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 398 283 37 313 358 103
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 333300
Cap, veh/h 444 316 87 1002 420 121
Arrive On Green 0.44 0.44 0.05 0.54 0.32 0.32
Sat Flow, veh/h 1009 717 1767 1856 1333 383
Grp Volume(v), veh/h 0 681 37 313 462 0
Grp Sat Flow(s),veh/h/ln 0 1726 1767 1856 1720 0
Q Serve(g_s), s 0.0 25.2 1.4 6.5 17.4 0.0
Cycle Q Clear(g_c), s 0.0 25.2 1.4 6.5 17.4 0.0
Prop In Lane 0.42 1.00 0.77 0.22
Lane Grp Cap(c), veh/h 0 760 87 1002 542 0
V/C Ratio(X) 0.00 0.90 0.42 0.31 0.85 0.00
Avail Cap(c_a), veh/h 0 986 434 1073 995 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 17.9 31.9 8.8 22.2 0.0
Incr Delay (d2), s/veh 0.0 9.2 1.2 0.2 4.7 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 0.0 10.3 0.6 2.1 6.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.1 33.1 9.0 26.8 0.0
LnGrp LOS A C C A C A
Approach Vol, veh/h 681 350 462
Approach Delay, s/veh 27.1 11.6 26.8
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 42.4 26.8 6.9 35.5
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 8.5 19.4 3.4 27.2
Green Ext Time (p_c), s 1.5 2.4 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
32: LAMMERS RD & ELEVENTH ST. Timing Plan: PM
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) 131 820 156 167 299 100 42 253 778 89 176 28 Future Volume (veh/h) 131 820 156 167 299 100 42 253 778 89 176 28 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 142 891 0 182 325 0 46 275 0 97 191 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 401 1815 413 1911 288 515 458 689
Arrive On Green 0.12 0.36 0.00 0.12 0.38 0.00 0.08 0.15 0.00 0.13 0.20 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 142 891 0 182 325 0 46 275 0 97 191 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 2.5 9.0 0.0 3.2 2.8 0.0 0.8 4.7 0.0 1.6 3.0 0.0 Cycle Q Clear(g_c), s 2.5 9.0 0.0 3.2 2.8 0.0 0.8 4.7 0.0 1.6 3.0 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 401 1815 413 1911 288 515 458 689 V/C Ratio(X) 0.35 0.49 0.44 0.17 0.16 0.53 0.21 0.28
Avail Cap(c_a), veh/h 897 4036 739 4036 897 760 739 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 26.6 16.3 0.0 26.7 13.6 0.0 27.8 25.9 0.0 25.3 22.4 0.0 Incr Delay (d2), s/veh 0.2 0.4 0.0 0.3 0.1 0.0 0.1 1.2 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 0.9 3.0 0.0 1.2 0.9 0.0 0.3 1.9 0.0 0.6 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 16.8 0.0 27.0 13.6 0.0 27.9 27.1 0.0 25.5 22.6 0.0 LnGrp LOS C B C B C C C C
Approach Vol, veh/h 1033 A 507 A 321 A 288 A
Approach Delay, s/veh 18.2 18.4 27.2 23.6
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.3 27.4 8.9 16.8 11.0 28.7 12.1 13.6 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 12.0 50.0 15.0 12.0 15.0 50.0 12.0 12.0 Max Q Clear Time (g_c+I1), s 5.2 11.0 2.8 5.0 4.5 4.8 3.6 6.7 Green Ext Time (p_c), s 0.2 10.4 0.0 0.4 0.2 3.3 0.2 0.7 Intersection Summary
HCM 6th Ctrl Delay 20.3
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: PM
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) 108 385 363 19 115 384
Future Volume (veh/h) 108 385 363 19 115 384
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 117 418 395 21 125 417
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333
Cap, veh/h 1022 469 1240 385 559 1784
Arrive On Green 0.30 0.30 0.24 0.24 0.16 0.51
Sat Flow, veh/h 3428 1572 5233 1572 3428 3618
Grp Volume(v), veh/h 117 418 395 21 125 417
Grp Sat Flow(s),veh/h/ln1714 1572 1689 1572 1714 1763
Q Serve(g_s), s 1.5 15.6 3.9 0.6 1.9 4.1
Cycle Q Clear(g_c), s 1.5 15.6 3.9 0.6 1.9 4.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1022 469 1240 385 559 1784
V/C Ratio(X) 0.11 0.89 0.32 0.05 0.22 0.23
Avail Cap(c_a), veh/h 1399 642 2894 898 1119 1841
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.6 20.6 18.9 17.7 22.3 8.5
Incr Delay (d2), s/veh 0.0 9.5 0.1 0.1 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 13.3 1.3 0.2 0.7 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.6 30.0 19.1 17.8 22.5 8.6
LnGrp LOS B C B B C A
Approach Vol, veh/h 535 416 542
Approach Delay, s/veh 26.9 19.0 11.8
Approach LOS C B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 37.0 24.3 16.0 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 6.1 17.6 3.9 5.9
Green Ext Time (p_c), s 3.0 0.7 0.5 2.6
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Tracy 2020 TMP Existing
36: Lammers Rd & Redbridge Rd Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 14
Intersection
Int Delay, s/veh 2.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 38 64 312 46 134 432
Future Vol, veh/h 38 64 312 46 134 432
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 41 64 312 46 134 432

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1035 335 0 0 358 0
Stage 1 335 -----
Stage 2 700 -----
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 256 705 - - 1195 -
Stage 1 722 -----
Stage 2 491 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 227 705 - - 1195 -
Mov Cap-2 Maneuver 227 -----
Stage 1 722 -----
Stage 2 436 -----

Approach WB NB SB
HCM Control Delay, s 17.8 0 2

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 386 1195 -
HCM Lane V/C Ratio - - 0.273 0.112 -
HCM Control Delay (s) - - 17.8 8.4 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 1.1 0.4 -
Tracy 2020 TMP Existing
37: Lammers Road & Old Schulte Road Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 15
Intersection
Intersection Delay, s/veh 17
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 164 302 73 194 199 20
Future Vol, veh/h 164 302 73 194 199 20
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 222222
Mvmt Flow 180 332 80 213 219 22
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 20.8 14.1 12.5

HCM LOS C B B

Lane NBLn1 EBLn1 SBLn1
Vol Left, % 27% 35% 0%
Vol Thru, % 73% 0% 91%
Vol Right, % 0% 65% 9%
Sign Control Stop Stop Stop
Traffic Vol by Lane 267 466 219
LT Vol 73 164 0
Through Vol 194 0 199
RT Vol 0 302 20
Lane Flow Rate 293 512 241
Geometry Grp 1 1 1
Degree of Util (X) 0.474 0.729 0.388
Departure Headway (Hd) 5.814 5.123 5.798
Convergence, Y/N Yes Yes Yes
Cap 616 702 618
Service Time 3.872 3.17 3.859
HCM Lane V/C Ratio 0.476 0.729 0.39
HCM Control Delay 14.1 20.8 12.5
HCM Lane LOS B C B
HCM 95th-tile Q 2.5 6.4 1.8
Tracy 2020 TMP Existing
38: Lammers Road & W Schulte Road Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 16
Intersection
Int Delay, s/veh 2.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 48 195 0 155 349
Future Vol, veh/h 5 48 195 0 155 349
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, % 2 22222
Mvmt Flow 6 53 217 0 172 388

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 949 217 0 0 217 0
Stage 1 217 -----
Stage 2 732 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 289 823 - - 1353 -
Stage 1 819 -----
Stage 2 476 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 242 823 - - 1353 -
Mov Cap-2 Maneuver 242 -----
Stage 1 819 -----
Stage 2 399 -----

Approach WB NB SB
HCM Control Delay, s 10.9 0 2.5

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 671 1353 -
HCM Lane V/C Ratio - - 0.088 0.127 -
HCM Control Delay (s) - - 10.9 8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0.4 -
Tracy 2020 TMP Existing
39: Lammers Road & Valpico Road Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 17
Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0040 1 7 808 2 4 3 4 4 1 20
Future Vol, veh/h 0 0040 1 7 808 2 4 3 4 4 1 20
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0040 2 0 009 2 7 3 8 7 1 30

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 910 823 13 810 810 23 - 0 0 36 0 0 Stage 1 787 787 - 23 23 -------
Stage 2 123 36 - 787 787 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 - - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 - - - 2.218 - - Pot Cap-1 Maneuver 255 309 1067 298 314 1054 0 - - 1575 - 0 Stage 1 385 403 - 995 876 - 0 ---- 0
Stage 2 881 865 - 385 403 - 0 ---- 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 167 232 1067 241 236 1054 - - - 1575 - - Mov Cap-2 Maneuver 167 232 - 241 236 -------
Stage 1 385 303 - 995 876 -------
Stage 2 714 865 - 290 303 -------

Approach EB WB NB SB
HCM Control Delay, s 0 9.6 0 7.8

HCM LOS A A

Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - - 981 1575 -
HCM Lane V/C Ratio - - - 0.208 0.245 -
HCM Control Delay (s) - - 0 9.6 8 0
HCM Lane LOS - - AAAA
HCM 95th %tile Q(veh) - - - 0.8 1 -
Tracy 2020 TMP Existing
47: Naglee Rd & Middle Rd Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 18
Intersection
Int Delay, s/veh 3.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 56 108 146 119 0
Future Vol, veh/h 29 56 108 146 119 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 32 62 120 162 132 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 534 132 132 0 - 0
Stage 1 132 -----
Stage 2 402 -----
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 505 915 1447 - - -
Stage 1 892 -----
Stage 2 673 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 459 915 1447 - - -
Mov Cap-2 Maneuver 459 -----
Stage 1 811 -----
Stage 2 673 -----

Approach EB NB SB
HCM Control Delay, s 11.1 3.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1447 - 683 - -
HCM Lane V/C Ratio 0.083 - 0.138 - -
HCM Control Delay (s) 7.7 0 11.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.5 - -
Tracy 2020 TMP Existing
48: Naglee Rd & Auto Plaza Dr Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 19
Intersection
Int Delay, s/veh 5.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 67 25 43 3 24 13 56 191 4 20 102 32
Future Vol, veh/h 67 25 43 3 24 13 56 191 4 20 102 32
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 71 27 46 3 26 14 60 203 4 21 109 34

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 403 495 72 435 510 104 143 0 0 207 0 0 Stage 1 168 168 - 325 325 -------
Stage 2 235 327 - 110 185 -------
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 520 479 944 510 463 876 1416 - - 1376 - - Stage 1 803 763 - 667 645 -------
Stage 2 733 651 - 889 743 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 467 451 944 443 436 876 1416 - - 1376 - - Mov Cap-2 Maneuver 467 451 - 443 436 -------
Stage 1 769 750 - 639 618 -------
Stage 2 662 624 - 802 730 -------

Approach EB WB NB SB
HCM Control Delay, s 13.8 12.5 1.7 1

HCM LOS B B

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1416 - - 552 522 1376 - -
HCM Lane V/C Ratio 0.042 - - 0.26 0.082 0.015 - -
HCM Control Delay (s) 7.7 - - 13.8 12.5 7.7 0 -
HCM Lane LOS A - - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 1 0.3 0 - -
Tracy 2020 TMP Existing
49: I-205 WB Off Ramp/Pavilion Pkwy & Naglee Rd Timing Plan: PM 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) 130 294 33 13 277 9 730 116 89 21 12 101 Future Volume (veh/h) 130 294 33 13 277 9 730 116 89 21 12 101 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 141 320 36 14 301 10 793 126 97 23 13 110 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 274 655 292 49 671 22 1188 1604 715 45 248 210 Arrive On Green 0.08 0.19 0.19 0.03 0.13 0.12 0.35 0.45 0.45 0.03 0.13 0.13 Sat Flow, veh/h 3428 3526 1572 1767 5037 166 3428 3526 1572 1767 1856 1572 Grp Volume(v), veh/h 141 320 36 14 201 110 793 126 97 23 13 110 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1767 1689 1826 1714 1763 1572 1767 1856 1572 Q Serve(g_s), s 2.1 4.2 1.0 0.4 2.9 2.9 10.3 1.1 1.9 0.7 0.3 3.4 Cycle Q Clear(g_c), s 2.1 4.2 1.0 0.4 2.9 2.9 10.3 1.1 1.9 0.7 0.3 3.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 274 655 292 49 450 243 1188 1604 715 45 248 210 V/C Ratio(X) 0.51 0.49 0.12 0.29 0.45 0.45 0.67 0.08 0.14 0.51 0.05 0.52 Avail Cap(c_a), veh/h 1588 2490 1111 1174 2386 1290 2665 2787 1243 650 721 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 23.1 19.0 17.7 24.9 20.9 20.9 14.5 8.1 8.3 25.1 19.7 21.1 Incr Delay (d2), s/veh 1.5 0.5 0.2 3.9 0.6 1.2 0.8 0.0 0.1 8.6 0.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.6 0.3 0.2 1.1 1.2 3.4 0.3 0.5 0.4 0.1 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 19.6 17.9 28.8 21.5 22.1 15.3 8.1 8.4 33.7 19.8 23.1 LnGrp LOS C B B C C C B A A C B C
Approach Vol, veh/h 497 325 1016 146
Approach Delay, s/veh 20.8 22.0 13.7 24.5
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.4 13.7 22.1 11.0 8.2 11.0 5.3 27.8 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 2.4 6.2 12.3 5.4 4.1 4.9 2.7 3.9 Green Ext Time (p_c), s 0.0 1.4 5.2 0.3 0.5 1.2 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 17.7
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: PM
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) 230 422 50 71 937 116 20 3 7 55 8 113 Future Volume (veh/h) 230 422 50 71 937 116 20 3 7 55 8 113 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 250 459 54 77 1018 126 22 3 8 60 9 123 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 293 1975 229 153 1598 197 70 71 190 137 366 310 Arrive On Green 0.17 0.43 0.43 0.09 0.35 0.35 0.04 0.16 0.16 0.08 0.20 0.20 Sat Flow, veh/h 1767 4604 533 1767 4567 564 1767 447 1193 1767 1856 1572 Grp Volume(v), veh/h 250 335 178 77 752 392 22 0 11 60 9 123 Grp Sat Flow(s),veh/h/ln1767 1689 1760 1767 1689 1754 1767 0 1641 1767 1856 1572 Q Serve(g_s), s 10.0 4.6 4.7 3.0 13.5 13.6 0.9 0.0 0.4 2.4 0.3 5.0 Cycle Q Clear(g_c), s 10.0 4.6 4.7 3.0 13.5 13.6 0.9 0.0 0.4 2.4 0.3 5.0 Prop In Lane 1.00 0.30 1.00 0.32 1.00 0.73 1.00 1.00
Lane Grp Cap(c), veh/h 293 1449 755 153 1182 614 70 0 261 137 366 310 V/C Ratio(X) 0.85 0.23 0.24 0.50 0.64 0.64 0.32 0.00 0.04 0.44 0.02 0.40 Avail Cap(c_a), veh/h 486 1859 968 365 1859 965 486 0 339 365 383 325 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 29.4 13.2 13.2 31.7 19.8 19.8 33.9 0.0 25.9 32.0 23.5 25.4 Incr Delay (d2), s/veh 3.6 0.1 0.2 0.9 0.7 1.3 0.9 0.0 0.0 0.8 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 4.3 1.6 1.7 1.3 5.0 5.3 0.4 0.0 0.2 1.0 0.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 13.2 13.4 32.6 20.5 21.1 34.9 0.0 25.9 32.8 23.6 25.7 LnGrp LOS C B B CCCCACCCC
Approach Vol, veh/h 763 1221 33 192
Approach Delay, s/veh 19.8 21.4 31.9 27.8
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.8 35.7 7.4 18.8 16.6 29.9 10.1 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 15.0 40.0 20.0 15.0 20.0 40.0 15.0 15.0 Max Q Clear Time (g_c+I1), s 5.0 6.7 2.9 7.0 12.0 15.6 4.4 2.4 Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 0.1 9.8 0.0 0.0 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 2020 TMP Existing
51: I-205 WB On Ramp/Naglee Rd & Grant Line Rd Timing Plan: PM 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) 280 1069 46 0 844 422 0 0 0 561 96 541 Future Volume (veh/h) 280 1069 46 0 844 422 0 0 0 561 96 541 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 304 1162 50 0 917 0 684 0 588
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 429 1706 761 0 1582 1495 0 665
Arrive On Green 0.13 0.48 0.48 0.00 0.31 0.00 0.42 0.00 0.42 Sat Flow, veh/h 3428 3526 1572 0 5233 1572 3534 0 1572
Grp Volume(v), veh/h 304 1162 50 0 917 0 684 0 588
Grp Sat Flow(s),veh/h/ln1714 1763 1572 0 1689 1572 1767 0 1572 Q Serve(g_s), s 7.3 21.8 1.5 0.0 13.1 0.0 11.9 0.0 29.6 Cycle Q Clear(g_c), s 7.3 21.8 1.5 0.0 13.1 0.0 11.9 0.0 29.6 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 429 1706 761 0 1582 1495 0 665
V/C Ratio(X) 0.71 0.68 0.07 0.00 0.58 0.46 0.00 0.88
Avail Cap(c_a), veh/h 1205 1776 792 0 2552 1670 0 743
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 0.00 1.00 Uniform Delay (d), s/veh 36.1 17.1 11.8 0.0 24.8 0.0 17.7 0.0 22.9 Incr Delay (d2), s/veh 2.2 1.5 0.1 0.0 0.8 0.0 0.2 0.0 11.4 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 3.1 8.1 0.5 0.0 5.0 0.0 4.6 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.2 18.6 11.9 0.0 25.7 0.0 18.0 0.0 34.3 LnGrp LOS D B B A C B A C
Approach Vol, veh/h 1516 917 A 1272
Approach Delay, s/veh 22.3 25.7 25.5
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 45.6 40.3 14.8 30.8
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 23.8 31.6 9.3 15.1
Green Ext Time (p_c), s 11.3 4.1 1.3 10.5
Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
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: PM 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) 634 996 0 4 1110 184 156 129 435 0 0 0 Future Volume (veh/h) 634 996 0 4 1110 184 156 129 435 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 1856 1856 0 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 689 1083 0 4 1207 200 170 140 473
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 673 2715 0 33 1502 248 268 0 238
Arrive On Green 0.38 0.77 0.00 0.34 0.35 0.34 0.15 0.15 0.15 Sat Flow, veh/h 1767 3618 0 3 4242 701 1767 0 1572
Grp Volume(v), veh/h 689 1083 0 527 438 446 170 0 473
Grp Sat Flow(s),veh/h/ln1767 1763 0 1847 1537 1562 1767 0 1572 Q Serve(g_s), s 43.2 11.6 0.0 0.0 29.2 29.3 10.2 0.0 17.2 Cycle Q Clear(g_c), s 43.2 11.6 0.0 29.5 29.2 29.3 10.2 0.0 17.2 Prop In Lane 1.00 0.00 0.01 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 673 2715 0 665 544 553 268 0 238 V/C Ratio(X) 1.02 0.40 0.00 0.79 0.81 0.81 0.63 0.00 1.98 Avail Cap(c_a), veh/h 673 2715 0 763 627 637 268 0 238
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 35.1 4.3 0.0 33.2 33.1 33.4 45.2 0.0 48.1 Incr Delay (d2), s/veh 41.0 0.1 0.0 5.6 7.4 7.3 4.8 0.0 457.8 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 25.2 3.1 0.0 13.9 11.5 11.8 4.8 0.0 37.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.1 4.5 0.0 38.8 40.5 40.7 50.0 0.0 506.0 LnGrp LOS F A A DDDDAF
Approach Vol, veh/h 1772 1411 643
Approach Delay, s/veh 32.3 39.9 385.4
Approach LOS C D F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 91.4 47.2 44.2 22.1
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 13.6 45.2 31.5 19.2
Green Ext Time (p_c), s 10.3 0.0 7.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 94.5
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 2020 TMP Existing
53: Crossroads Dr & Eleventh St Timing Plan: PM
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) 21 1437 130 64 645 92 91 0 86 77 31 16 Future Volume (veh/h) 21 1437 130 64 645 92 91 0 86 77 31 16 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 23 1562 141 70 701 100 99 0 93 84 34 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 71 2091 649 142 2293 712 160 293 248 152 179 89 Arrive On Green 0.04 0.41 0.41 0.08 0.45 0.45 0.09 0.00 0.16 0.09 0.15 0.15 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 1167 584 Grp Volume(v), veh/h 23 1562 141 70 701 100 99 0 93 84 0 51 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1767 1856 1572 1767 0 1751 Q Serve(g_s), s 1.0 20.4 4.5 3.0 6.8 2.9 4.2 0.0 4.1 3.6 0.0 2.0 Cycle Q Clear(g_c), s 1.0 20.4 4.5 3.0 6.8 2.9 4.2 0.0 4.1 3.6 0.0 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33
Lane Grp Cap(c), veh/h 71 2091 649 142 2293 712 160 293 248 152 0 268 V/C Ratio(X) 0.32 0.75 0.22 0.49 0.31 0.14 0.62 0.00 0.38 0.55 0.00 0.19 Avail Cap(c_a), veh/h 341 2278 707 341 2293 712 341 358 303 341 0 337 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 36.3 19.4 14.7 34.3 13.5 12.5 34.1 0.0 29.4 34.1 0.0 28.8 Incr Delay (d2), s/veh 1.0 1.4 0.2 1.0 0.1 0.1 1.4 0.0 0.9 1.2 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 0.4 7.2 1.5 1.2 2.3 1.0 1.8 0.0 1.6 1.5 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.3 20.8 15.0 35.3 13.6 12.6 35.5 0.0 30.3 35.3 0.0 29.0 LnGrp LOS D C B D B B D A C D A C
Approach Vol, veh/h 1726 871 192 135
Approach Delay, s/veh 20.6 15.3 33.0 32.9
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.2 37.6 12.1 16.9 8.1 40.7 11.7 17.3 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 5.0 22.4 6.2 4.0 3.0 8.8 5.6 6.1 Green Ext Time (p_c), s 0.0 9.7 0.0 0.1 0.0 7.2 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
55: CORRAL HOLLOW RD & W. Larch Rd Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 26
Intersection
Int Delay, s/veh 2.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 65 2 86 93 3 28
Future Vol, veh/h 65 2 86 93 3 28
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 72 2 96 103 3 31

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 185 148 0 0 199 0
Stage 1 148 -----
Stage 2 37 -----
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 802 896 - - 1367 -
Stage 1 877 -----
Stage 2 983 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 800 896 - - 1367 -
Mov Cap-2 Maneuver 800 -----
Stage 1 877 -----
Stage 2 981 -----

Approach WB NB SB
HCM Control Delay, s 9.9 0 0.7

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 803 1367 -
HCM Lane V/C Ratio - - 0.093 0.002 -
HCM Control Delay (s) - - 9.9 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0 -
Tracy 2020 TMP Existing
57: Corral Hollow Rd & Grant Line Rd Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 27
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 679 538 168 568 115 467 276 127 121 288 115 Future Volume (veh/h) 110 679 538 168 568 115 467 276 127 121 288 115 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 120 738 0 183 617 125 508 300 138 132 313 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, % 333333333333
Cap, veh/h 234 1443 482 856 173 918 737 329 463 564
Arrive On Green 0.13 0.28 0.00 0.14 0.29 0.26 0.18 0.21 0.21 0.14 0.16 0.00 Sat Flow, veh/h 1767 5066 1572 3428 2921 591 4983 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 120 738 0 183 372 370 508 300 138 132 313 0 Grp Sat Flow(s),veh/h/ln 1767 1689 1572 1714 1763 1749 1661 1763 1572 1714 1763 1572 Q Serve(g_s), s 4.4 8.5 0.0 3.4 13.1 13.2 6.4 5.1 5.3 2.4 5.7 0.0 Cycle Q Clear(g_c), s 4.4 8.5 0.0 3.4 13.1 13.2 6.4 5.1 5.3 2.4 5.7 0.0 Prop In Lane 1.00 1.00 1.00 0.34 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 234 1443 482 516 512 918 737 329 463 564 V/C Ratio(X) 0.51 0.51 0.38 0.72 0.72 0.55 0.41 0.42 0.29 0.56 Avail Cap(c_a), veh/h 687 3429 1333 1193 1184 2297 2387 1065 1333 2387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 0.00 Uniform Delay (d), s/veh 28.0 20.8 0.0 27.1 22.0 22.3 25.7 23.7 23.8 27.0 26.9 0.0 Incr Delay (d2), s/veh 1.7 0.3 0.0 0.5 1.9 1.9 0.5 0.4 0.9 0.3 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 1.8 3.0 0.0 1.3 5.1 5.2 2.4 2.0 1.9 1.0 2.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 21.1 0.0 27.6 23.9 24.3 26.3 24.1 24.7 27.3 27.7 0.0 LnGrp LOS C C CCCCCCCC
Approach Vol, veh/h 858 A 925 946 445 A
Approach Delay, s/veh 22.3 24.8 25.3 27.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 18.5 13.8 23.8 16.8 15.1 13.2 24.3 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 25.0 45.0 25.0 45.0 30.0 45.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 4.4 7.3 5.4 10.5 8.4 7.7 6.4 15.2 Green Ext Time (p_c), s 0.5 1.9 0.7 3.7 2.4 1.4 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. Timing Plan: PM 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) 272 869 548 233 528 259 192 565 139 402 667 144 Future Volume (veh/h) 272 869 548 233 528 259 192 565 139 402 667 144 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 296 945 0 253 574 282 209 614 151 437 725 157 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 343 1204 343 1204 374 319 1576 703 369 1627 726 Arrive On Green 0.10 0.24 0.00 0.10 0.24 0.24 0.09 0.45 0.45 0.11 0.46 0.46 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 296 945 0 253 574 282 209 614 151 437 725 157 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 11.1 22.7 0.0 9.3 12.7 21.7 7.7 15.2 7.6 14.0 18.1 7.8 Cycle Q Clear(g_c), s 11.1 22.7 0.0 9.3 12.7 21.7 7.7 15.2 7.6 14.0 18.1 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 343 1204 343 1204 374 319 1576 703 369 1627 726 V/C Ratio(X) 0.86 0.78 0.74 0.48 0.75 0.65 0.39 0.21 1.18 0.45 0.22 Avail Cap(c_a), veh/h 343 1715 343 1715 532 501 1576 703 369 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) 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 57.6 46.4 0.0 56.8 42.6 46.0 56.9 24.1 22.0 58.0 23.7 20.9 Incr Delay (d2), s/veh 16.6 1.3 0.0 8.1 0.3 3.8 2.3 0.7 0.7 105.3 0.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 9.4 0.0 4.3 5.2 8.7 3.4 6.3 2.9 11.4 7.5 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.3 47.7 0.0 65.0 42.9 49.8 59.2 24.8 22.7 163.3 24.5 21.6 LnGrp LOS E D E D D E C C F C C
Approach Vol, veh/h 1241 A 1109 974 1319
Approach Delay, s/veh 54.1 49.7 31.9 70.2
Approach LOS D D C E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.0 34.9 17.0 62.1 16.0 34.9 15.1 64.0 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 11.0 42.0 12.0 43.0 11.0 42.0 17.0 38.0 Max Q Clear Time (g_c+I1), s 11.3 24.7 16.0 17.2 13.1 23.7 9.7 20.1 Green Ext Time (p_c), s 0.0 4.2 0.0 3.5 0.0 3.7 0.5 3.9 Intersection Summary
HCM 6th Ctrl Delay 52.9
HCM 6th LOS D
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 2020 TMP Existing
59: CORRAL HOLLOW RD & NEW SCHULTE ROAD Timing Plan: PM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 112 35 122 107 302 17 361 113 416 670 72 Future Volume (veh/h) 97 112 35 122 107 302 17 361 113 416 670 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 105 122 38 133 116 328 18 392 123 452 728 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 144 778 347 170 415 370 46 539 167 586 1120 120 Arrive On Green 0.08 0.22 0.22 0.10 0.24 0.24 0.03 0.20 0.20 0.17 0.35 0.35 Sat Flow, veh/h 1767 3526 1572 1767 1763 1572 1767 2649 821 3428 3212 344 Grp Volume(v), veh/h 105 122 38 133 116 328 18 259 256 452 399 407 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1763 1708 1714 1763 1794 Q Serve(g_s), s 3.6 1.7 1.2 4.5 3.3 12.4 0.6 8.5 8.6 7.7 11.7 11.8 Cycle Q Clear(g_c), s 3.6 1.7 1.2 4.5 3.3 12.4 0.6 8.5 8.6 7.7 11.7 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.19
Lane Grp Cap(c), veh/h 144 778 347 170 415 370 46 359 348 586 615 625 V/C Ratio(X) 0.73 0.16 0.11 0.78 0.28 0.89 0.39 0.72 0.74 0.77 0.65 0.65 Avail Cap(c_a), veh/h 431 859 383 431 430 383 431 859 833 1393 859 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 19.4 19.1 27.2 19.3 22.7 29.5 22.9 22.9 24.4 16.9 16.9 Incr Delay (d2), s/veh 2.7 0.1 0.1 3.0 0.1 20.0 2.0 2.8 3.0 0.8 1.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.7 0.4 1.9 1.2 6.1 0.3 3.4 3.4 2.9 4.2 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 19.4 19.3 30.2 19.4 42.7 31.5 25.6 26.0 25.2 18.0 18.0 LnGrp LOS C B B C B DCCCCBB
Approach Vol, veh/h 265 577 533 1258
Approach Delay, s/veh 23.7 35.1 26.0 20.6
Approach LOS CDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.4 18.6 15.0 17.5 9.5 19.5 6.1 26.5 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 15.0 15.0 25.0 30.0 15.0 15.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 6.5 3.7 9.7 10.6 5.6 14.4 2.6 13.8 Green Ext Time (p_c), s 0.1 0.4 0.8 1.9 0.0 0.1 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
60: Corral Hollow Rd & Valpico Rd/VALPICO RD. Timing Plan: PM HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 30
Intersection
Intersection Delay, s/veh81.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 282 99 58 157 77 82 254 65 132 201 28 Future Vol, veh/h 35 282 99 58 157 77 82 254 65 132 201 28 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 13 0 18 0327 1 10260
Mvmt Flow 37 297 104 61 165 81 86 267 68 139 212 29
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 107.3 42.2 94.2 68.2

HCM LOS F E F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 20% 8% 20% 37%
Vol Thru, % 63% 68% 54% 56%
Vol Right, % 16% 24% 26% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 401 416 292 361
LT Vol 82 35 58 132
Through Vol 254 282 157 201
RT Vol 65 99 77 28
Lane Flow Rate 422 438 307 380
Geometry Grp 1111
Degree of Util (X) 1.059 1.102 0.794 0.956
Departure Headway (Hd) 9.465 9.378 9.98 9.72
Convergence, Y/N Yes Yes Yes Yes
Cap 388 390 366 376
Service Time 7.465 7.378 7.98 7.72
HCM Lane V/C Ratio 1.088 1.123 0.839 1.011
HCM Control Delay 94.2 107.3 42.2 68.2
HCM Lane LOS F F E F
HCM 95th-tile Q 13.8 15.3 6.7 10.5
Tracy 2020 TMP Existing
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr Timing Plan: PM 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) 8 0140 9 70 2 8 7 1 3 9 2 2 2 23 Future Volume (veh/h) 8 0140 9 70 2 8 7 1 3 9 2 2 2 23
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 9 0140 1 0 50 3 1 2 1 4 1 0 0 2 4 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 25 0 212 12 0 200 5 914 41 183 1677 748
Arrive On Green 0.01 0.00 0.13 0.01 0.00 0.13 0.00 0.27 0.27 0.10 0.48 0.48 Sat Flow, veh/h 1767 0 1572 1767 0 1572 1767 3437 154 1767 3526 1572 Grp Volume(v), veh/h 9 0140 1 0 50 1 6 0 1 6 6 1 0 0 2 4 13 Grp Sat Flow(s),veh/h/ln1767 0 1572 1767 0 1572 1767 1763 1828 1767 1763 1572 Q Serve(g_s), s 0.2 0.0 0.0 0.1 0.0 2.3 0.0 2.7 2.8 2.0 1.4 0.0 Cycle Q Clear(g_c), s 0.2 0.0 0.0 0.1 0.0 2.3 0.0 2.7 2.8 2.0 1.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 25 0 212 12 0 200 5 469 486 183 1677 748 V/C Ratio(X) 0.36 0.00 0.00 0.35 0.00 0.53 0.00 0.34 0.34 0.55 0.14 0.00 Avail Cap(c_a), veh/h 1410 0 1254 1410 0 1254 1410 2344 2430 1410 4687 2091 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 14.1 18.6 0.0 15.4 0.0 11.1 11.1 16.0 5.5 5.2 Incr Delay (d2), s/veh 8.3 0.0 0.0 16.9 0.0 2.1 0.0 0.6 0.6 2.5 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 0.0 0.1 0.0 0.8 0.0 0.8 0.8 0.7 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 0.0 14.1 35.5 0.0 17.5 0.0 11.8 11.7 18.6 5.6 5.2 LnGrp LOS C A B D ABABBBAA
Approach Vol, veh/h 10 109 326 344
Approach Delay, s/veh 25.4 18.1 11.7 9.4
Approach LOS C B B A
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.9 15.8 4.2 9.7 0.0 23.7 4.5 9.4 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 30.0 * 50 30.0 30.0 30.0 50.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 4.8 2.1 2.0 0.0 3.4 2.2 4.3 Green Ext Time (p_c), s 0.2 2.7 0.0 0.0 0.0 2.2 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 11.8
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
63: Corral Hollow Rd & Summit Dr/Middlefield Dr Timing Plan: PM 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) 3 5 9 25 7 46 30 270 92 55 160 2 Future Volume (veh/h) 3 5 9 25 7 46 30 270 92 55 160 2
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1589 1589 1900 1870 1900 Adj Flow Rate, veh/h 3 5 9 26 7 47 31 276 94 56 163 2
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 000000 2 1 2 1020
Cap, veh/h 9 59 106 69 28 186 80 581 194 127 612 527
Arrive On Green 0.00 0.10 0.10 0.04 0.13 0.13 0.04 0.26 0.26 0.07 0.33 0.33 Sat Flow, veh/h 1810 608 1095 1810 213 1430 1810 2224 741 1810 1870 1610 Grp Volume(v), veh/h 3 0 14 26 0 54 31 185 185 56 163 2 Grp Sat Flow(s),veh/h/ln1810 0 1703 1810 0 1643 1810 1509 1455 1810 1870 1610 Q Serve(g_s), s 0.1 0.0 0.3 0.5 0.0 1.1 0.6 4.0 4.1 1.1 2.5 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.3 0.5 0.0 1.1 0.6 4.0 4.1 1.1 2.5 0.0 Prop In Lane 1.00 0.64 1.00 0.87 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 9 0 165 69 0 213 80 395 381 127 612 527 V/C Ratio(X) 0.34 0.00 0.08 0.38 0.00 0.25 0.39 0.47 0.49 0.44 0.27 0.00 Avail Cap(c_a), veh/h 1419 0 1336 1419 0 1288 1419 1973 1903 1419 2445 2105 HCM Platoon Ratio 1.00 1.00 1.00 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 19.0 0.0 15.7 18.0 0.0 15.0 17.8 11.9 11.9 17.1 9.5 8.7 Incr Delay (d2), s/veh 20.7 0.0 0.2 3.4 0.0 0.6 3.1 1.2 1.4 2.4 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 0.1 0.0 0.1 0.3 0.0 0.4 0.3 1.0 1.0 0.4 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 0.0 15.9 21.4 0.0 15.6 20.9 13.1 13.3 19.4 9.8 8.7 LnGrp LOS D A B C A B C BBBAA
Approach Vol, veh/h 17 80 401 221
Approach Delay, s/veh 20.1 17.5 13.8 12.2
Approach LOS C B B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.2 15.8 5.4 8.8 5.7 18.3 4.2 10.1 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 30.0 50.0 30.0 30.0 30.0 50.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 3.1 6.1 2.5 2.3 2.6 4.5 2.1 3.1 Green Ext Time (p_c), s 0.1 3.2 0.0 0.0 0.0 1.3 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
64: Corral Hollow Rd & W. Linne Rd Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 33
Intersection
Int Delay, s/veh 5.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 103 69 323 281 62 132
Future Vol, veh/h 103 69 323 281 62 132
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 89 89 89 89 89 89
Heavy Vehicles, % 13 51 7 41 24 1
Mvmt Flow 116 78 363 316 70 148

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 809 521 0 0 679 0
Stage 1 521 -----
Stage 2 288 -----
Critical Hdwy 6.53 6.71 - - 4.34 -
Critical Hdwy Stg 1 5.53 -----
Critical Hdwy Stg 2 5.53 -----
Follow-up Hdwy 3.617 3.759 - - 2.416 -
Pot Cap-1 Maneuver 335 470 - - 818 -
Stage 1 574 -----
Stage 2 736 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 304 470 - - 818 -
Mov Cap-2 Maneuver 304 -----
Stage 1 574 -----
Stage 2 668 -----

Approach WB NB SB
HCM Control Delay, s 26.7 0 3.1

HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 354 818 -
HCM Lane V/C Ratio - - 0.546 0.085 -
HCM Control Delay (s) - - 26.7 9.8 0
HCM Lane LOS - - D A A
HCM 95th %tile Q(veh) - - 3.1 0.3 -
Tracy 2020 TMP Existing
67: Corral Hollow Rd & I-580 WB On Ramp/I-580 WB Off Ramp Timing Plan: PM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 34
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0072 6 4 1 0 4 4 300 1 1 3 1 4 8
Future Vol, veh/h 0 0072 6 4 1 0 4 4 300 1 1 3 1 4 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - None
Storage Length - ---- 2 0------
Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 0020 2 20 2 40093
Mvmt Flow 0 0082 7 4 1 1 5 0 900 1 3 0 1 7 0

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 746 831 509 300 0 - - - 0
Stage 1 531 531 -------
Stage 2 215 300 -------
Critical Hdwy 6.42 6.5 6.42 4.1 -----
Critical Hdwy Stg 1 5.42 5.5 -------
Critical Hdwy Stg 2 5.42 5.5 -------
Follow-up Hdwy 3.518 4 3.498 2.2 -----
Pot Cap-1 Maneuver 381 307 526 1273 - 0 0 - -
Stage 1 590 529 - - - 0 0 - -
Stage 2 821 669 - - - 0 0 - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 376 0 526 1273 -----
Mov Cap-2 Maneuver 376 0 -------
Stage 1 583 0 -------
Stage 2 821 0 -------

Approach WB NB SB
HCM Control Delay, s 13.2 0.2 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR
Capacity (veh/h) 1273 - 376 526 - -
HCM Lane V/C Ratio 0.009 - 0.028 0.14 - -
HCM Control Delay (s) 7.9 0 14.8 13 - -
HCM Lane LOS AABB - -
HCM 95th %tile Q(veh) 0 - 0.1 0.5 - -
Tracy 2020 TMP Existing
68: Corral Hollow Rd & 580 EB Off Ramp/580 EB On Ramp Timing Plan: PM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 35
Intersection
Int Delay, s/veh 31.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 234 530000 2 1 9 4 7 4 1 0 3 1 70
Future Vol, veh/h 234 530000 2 1 9 4 7 4 1 0 3 1 70
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Yield - - None - - None - - None
Storage Length - - 40 ---------
Veh in Median Storage, # - 0 - - 16979 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 26 50 0000000 2 810
Mvmt Flow 282 640000 2 6 4 5 7 1 1 2 4 2 00

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 818 1103 20 - 0 0 835 0 0
Stage 1 268 268 - ------
Stage 2 550 835 - ------
Critical Hdwy 6.66 7 6.2 - - - 4.38 - -
Critical Hdwy Stg 1 5.66 6 - ------
Critical Hdwy Stg 2 5.66 6 - ------
Follow-up Hdwy 3.734 4.45 3.3 - - - 2.452 - -
Pot Cap-1 Maneuver 315 174 1064 0 - - 697 - 0
Stage 1 725 608 - 0 ---- 0
Stage 2 533 323 - 0 ---- 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 258 0 1064 - - - 697 - -
Mov Cap-2 Maneuver ~ 258 0 - ------
Stage 1 725 0 - ------
Stage 2 437 0 - ------

Approach EB NB SB
HCM Control Delay, s 131.3 0 9.7

HCM LOS F

Minor Lane/Major Mvmt NBT NBR EBLn1 EBLn2 SBL SBT
Capacity (veh/h) - - 258 1064 697 -
HCM Lane V/C Ratio - - 1.116 0.003 0.178 -
HCM Control Delay (s) - - 132.8 8.4 11.3 0
HCM Lane LOS - - F A B A
HCM 95th %tile Q(veh) - - 12.4 0 0.6 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Tracy 2020 TMP Existing
70: TRACY BLVD & W. Sugar Rd Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 36
Intersection
Int Delay, s/veh 2.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 27 89 563 19 42 89
Future Vol, veh/h 27 89 563 19 42 89
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, % 8 88888
Mvmt Flow 30 99 626 21 47 99

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 830 637 0 0 647 0
Stage 1 637 -----
Stage 2 193 -----
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 332 467 - - 911 -
Stage 1 516 -----
Stage 2 826 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 314 467 - - 911 -
Mov Cap-2 Maneuver 314 -----
Stage 1 516 -----
Stage 2 781 -----

Approach WB NB SB
HCM Control Delay, s 17.4 0 2.9

HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 419 911 -
HCM Lane V/C Ratio - - 0.308 0.051 -
HCM Control Delay (s) - - 17.4 9.2 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 1.3 0.2 -
Tracy 2020 TMP Existing
71: Tracy Blvd & W. Larch Rd Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 37
Intersection
Intersection Delay, s/veh 70.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 161 107 180 78 57 60 476 167 8 126 8 Future Vol, veh/h 22 161 107 180 78 57 60 476 167 8 126 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 333838388883
Mvmt Flow 24 179 119 200 87 63 67 529 186 9 140 9
Number of Lanes 010011111110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2123
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2312
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3221
HCM Control Delay 38.8 32.6 110 19.9

HCM LOS E D F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 8% 70% 0% 100% 0%
Vol Thru, % 0% 100% 0% 56% 30% 0% 0% 94%
Vol Right, % 0% 0% 100% 37% 0% 100% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 60 476 167 290 258 57 8 134
LT Vol 60 0 0 22 180 0 8 0
Through Vol 0 476 0 161 78 0 0 126
RT Vol 0 0 167 107 0 57 0 8
Lane Flow Rate 67 529 186 322 287 63 9 149
Geometry Grp 88888888
Degree of Util (X) 0.165 1.246 0.4 0.786 0.747 0.145 0.026 0.406 Departure Headway (Hd) 8.911 8.482 7.758 9.33 9.962 8.788 11.052 10.478 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 401 428 462 390 367 410 326 345
Service Time 6.689 6.259 5.535 7.03 7.662 6.488 8.752 8.178 HCM Lane V/C Ratio 0.167 1.236 0.403 0.826 0.782 0.154 0.028 0.432 HCM Control Delay 13.5 155.3 15.7 38.8 36.9 13 14 20.2
HCM Lane LOS B F C EEBBC
HCM 95th-tile Q 0.6 21.9 1.9 6.7 5.9 0.5 0.1 1.9
Tracy 2020 TMP Existing
72: TRACY BLVD & 205 WB ramps Timing Plan: PM
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) 0 0 0 455 80 90 249 602 0 0 389 70 Future Volume (veh/h) 0 0 0 455 80 90 249 602 0 0 389 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 1900 1856 1900 1856 1781 0 0 1781 1781 Adj Flow Rate, veh/h 495 87 98 271 654 0 0 423 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 030380088
Cap, veh/h 563 99 111 333 1528 0 0 604 108
Arrive On Green 0.44 0.44 0.43 0.19 0.45 0.00 0.00 0.21 0.20 Sat Flow, veh/h 1271 223 252 1767 3474 0 0 2959 512
Grp Volume(v), veh/h 680 0 0 271 654 0 0 248 251
Grp Sat Flow(s),veh/h/ln 1747 0 0 1767 1692 0 0 1692 1689 Q Serve(g_s), s 26.9 0.0 0.0 11.1 9.9 0.0 0.0 10.3 10.4 Cycle Q Clear(g_c), s 26.9 0.0 0.0 11.1 9.9 0.0 0.0 10.3 10.4 Prop In Lane 0.73 0.14 1.00 0.00 0.00 0.30
Lane Grp Cap(c), veh/h 773 0 0 333 1528 0 0 356 355
V/C Ratio(X) 0.88 0.00 0.00 0.81 0.43 0.00 0.00 0.70 0.71 Avail Cap(c_a), veh/h 945 0 0 585 2056 0 0 1028 1026
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 19.3 0.0 0.0 29.4 14.1 0.0 0.0 27.6 27.8 Incr Delay (d2), s/veh 8.9 0.0 0.0 6.4 0.2 0.0 0.0 2.5 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 %ile BackOfQ(50%),veh/ln 11.5 0.0 0.0 5.0 3.4 0.0 0.0 4.2 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 0.0 0.0 35.8 14.3 0.0 0.0 30.1 30.4 LnGrp LOS C A A D B A A C C
Approach Vol, veh/h 680 925 499
Approach Delay, s/veh 28.2 20.6 30.2
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.1 18.2 19.9 37.4
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 45.0 25.0 45.0 40.0
Max Q Clear Time (g_c+I1), s 11.9 13.1 12.4 28.9
Green Ext Time (p_c), s 3.2 1.1 2.1 3.7
Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Tracy 2020 TMP Existing
73: TRACY BLVD & 205 EB Ramps Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 391 248 197 0000 4 6 0 4 1 2 2 7 3 5 7 10 Future Volume (veh/h) 391 248 197 0000 4 6 0 4 1 2 2 7 3 5 7 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 1900 1856 1900 0 1856 1856 1781 1856 0 Adj Flow Rate, veh/h 425 270 214 0 500 448 297 621 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 0 033830
Cap, veh/h 286 182 144 0 588 525 335 2010 0
Arrive On Green 0.35 0.35 0.34 0.00 0.33 0.32 0.20 0.57 0.00 Sat Flow, veh/h 814 517 410 0 1856 1572 1697 3618 0
Grp Volume(v), veh/h 909 0 0 0 500 448 297 621 0
Grp Sat Flow(s),veh/h/ln1741 0 0 0 1763 1572 1697 1763 0 Q Serve(g_s), s 35.9 0.0 0.0 0.0 26.9 27.2 17.4 9.4 0.0 Cycle Q Clear(g_c), s 35.9 0.0 0.0 0.0 26.9 27.2 17.4 9.4 0.0 Prop In Lane 0.47 0.24 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 612 0 0 0 588 525 335 2010 0
V/C Ratio(X) 1.49 0.00 0.00 0.00 0.85 0.85 0.89 0.31 0.00 Avail Cap(c_a), veh/h 612 0 0 0 792 707 415 2010 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 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.2 0.0 0.0 0.0 31.7 32.2 39.9 11.5 0.0 Incr Delay (d2), s/veh 227.0 0.0 0.0 0.0 6.7 7.7 18.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 53.1 0.0 0.0 0.0 12.1 11.1 8.8 3.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 260.2 0.0 0.0 0.0 38.3 39.8 58.3 11.5 0.0 LnGrp LOS F A A A D D E B A
Approach Vol, veh/h 909 948 918
Approach Delay, s/veh 260.2 39.0 26.7
Approach LOS F D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.2 38.1 39.9 62.2
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 25.0 45.0 35.0 45.0
Max Q Clear Time (g_c+I1), s 19.4 29.2 37.9 11.4
Green Ext Time (p_c), s 0.8 4.0 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 107.4
HCM 6th LOS F
Tracy 2020 TMP Existing
74: TRACY BLVD & GRANT LINE RD Timing Plan: PM
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) 201 595 162 120 438 107 231 665 217 151 466 92 Future Volume (veh/h) 201 595 162 120 438 107 231 665 217 151 466 92 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 218 647 176 130 476 116 251 723 236 164 507 100 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 255 1060 288 166 948 230 286 677 221 194 622 122 Arrive On Green 0.14 0.39 0.38 0.09 0.34 0.33 0.16 0.26 0.25 0.11 0.21 0.20 Sat Flow, veh/h 1767 2740 744 1767 2814 681 1767 2612 853 1767 2938 577 Grp Volume(v), veh/h 218 416 407 130 297 295 251 488 471 164 303 304 Grp Sat Flow(s),veh/h/ln1767 1763 1722 1767 1763 1733 1767 1763 1702 1767 1763 1752 Q Serve(g_s), s 13.2 20.8 20.9 7.9 14.8 15.0 15.3 28.5 28.5 10.0 18.0 18.2 Cycle Q Clear(g_c), s 13.2 20.8 20.9 7.9 14.8 15.0 15.3 28.5 28.5 10.0 18.0 18.2 Prop In Lane 1.00 0.43 1.00 0.39 1.00 0.50 1.00 0.33
Lane Grp Cap(c), veh/h 255 682 666 166 594 584 286 457 441 194 373 371 V/C Ratio(X) 0.86 0.61 0.61 0.78 0.50 0.51 0.88 1.07 1.07 0.85 0.81 0.82 Avail Cap(c_a), veh/h 297 682 666 297 594 584 289 457 441 281 457 454 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.67 0.67 0.67 0.78 0.78 0.78 0.82 0.82 0.82 0.96 0.96 0.96 Uniform Delay (d), s/veh 46.0 27.1 27.2 48.7 29.1 29.2 45.1 40.7 41.0 48.0 41.3 41.5 Incr Delay (d2), s/veh 12.1 2.7 2.8 2.4 2.3 2.4 20.6 57.7 58.3 9.9 8.6 9.1 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 6.5 8.9 8.8 3.5 6.4 6.4 8.2 19.3 18.8 4.9 8.6 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.1 29.8 30.0 51.1 31.4 31.7 65.7 98.4 99.3 58.0 49.8 50.6 LnGrp LOS E CCDCCEFFEDD
Approach Vol, veh/h 1041 722 1210 771
Approach Delay, s/veh 35.8 35.1 92.0 51.9
Approach LOS D D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.6 32.5 14.4 46.6 21.8 27.3 19.9 41.1 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 17.5 27.5 18.0 28.5 17.5 27.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 12.0 30.5 9.9 22.9 17.3 20.2 15.2 17.0 Green Ext Time (p_c), s 0.1 0.0 0.1 1.8 0.0 1.5 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 57.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
75: TRACY BLVD & ELEVENTH ST. Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 41
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 738 269 359 771 152 231 543 173 139 637 183 Future Volume (veh/h) 231 738 269 359 771 152 231 543 173 139 637 183 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 251 802 292 390 838 165 251 590 188 151 692 199 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 350 1416 632 487 1556 694 340 875 390 278 811 362 Arrive On Green 0.10 0.40 0.40 0.14 0.44 0.44 0.20 0.50 0.50 0.08 0.23 0.23 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 251 802 292 390 838 165 251 590 188 151 692 199 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 7.8 19.4 15.0 12.1 19.2 7.2 7.6 13.9 8.7 4.7 20.7 12.3 Cycle Q Clear(g_c), s 7.8 19.4 15.0 12.1 19.2 7.2 7.6 13.9 8.7 4.7 20.7 12.3 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 350 1416 632 487 1556 694 340 875 390 278 811 362 V/C Ratio(X) 0.72 0.57 0.46 0.80 0.54 0.24 0.74 0.67 0.48 0.54 0.85 0.55 Avail Cap(c_a), veh/h 608 1416 632 608 1556 694 530 875 390 530 849 379 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) 0.53 0.53 0.53 1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 25.5 24.2 45.7 22.5 19.2 42.7 24.4 23.0 48.6 40.6 37.3 Incr Delay (d2), s/veh 0.5 0.9 1.3 4.8 1.3 0.8 0.9 1.3 0.3 0.6 7.6 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 8.2 5.7 5.5 8.1 2.7 3.0 4.6 2.7 2.0 9.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.4 26.4 25.5 50.5 23.9 20.0 43.6 25.6 23.3 49.2 48.2 38.1 LnGrp LOS D CCDCBDCCDDD
Approach Vol, veh/h 1345 1393 1029 1042
Approach Delay, s/veh 30.3 30.9 29.6 46.4
Approach LOS CCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 19.1 47.7 14.4 28.8 14.7 52.1 12.4 30.8 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 18.5 31.0 16.0 24.5 18.5 31.0 16.0 24.5 Max Q Clear Time (g_c+I1), s 14.1 21.4 9.6 22.7 9.8 21.2 6.7 15.9 Green Ext Time (p_c), s 0.5 3.2 0.4 0.6 0.4 3.0 0.2 1.6 Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
77: TRACY BLVD & Mt. Diablo Ave/Mt Diablo Ave Timing Plan: PM HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 43
Intersection
Int Delay, s/veh 26.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 0 13 90 0 75 21 710 80 29 1038 121 Future Vol, veh/h 40 0 13 90 0 75 21 710 80 29 1038 121 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 5 0-- 1 2 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 43 0 14 98 0 82 23 772 87 32 1128 132

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1690 2163 630 1490 2186 430 1260 0 0 859 0 0 Stage 1 1258 1258 - 862 862 -------
Stage 2 432 905 - 628 1324 -------
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 -------
Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 -------
Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 60 46 422 ~ 85 45 571 542 - - 772 - - Stage 1 179 239 - 314 368 -------
Stage 2 569 351 - 435 222 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 48 42 422 ~ 77 41 571 542 - - 772 - - Mov Cap-2 Maneuver 48 42 - ~ 77 41 -------
Stage 1 171 229 - 301 353 -------
Stage 2 467 336 - 403 213 -------

Approach EB WB NB SB
HCM Control Delay, s 210.4 289.2 0.3 0.2

HCM LOS F F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 542 - - 61 127 772 - -
HCM Lane V/C Ratio 0.042 - - 0.944 1.412 0.041 - -
HCM Control Delay (s) 11.9 - - 210.4 289.2 9.9 - -
HCM Lane LOS B - - F F A - -
HCM 95th %tile Q(veh) 0.1 - - 4.4 12.1 0.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Tracy 2020 TMP Existing
78: TRACY BLVD & SCHULTE ROAD Timing Plan: PM
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) 202 325 131 163 334 72 151 517 60 78 827 205 Future Volume (veh/h) 202 325 131 163 334 72 151 517 60 78 827 205 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 220 353 142 177 363 78 164 562 65 85 899 223 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 266 462 183 230 483 103 205 1013 452 133 868 387 Arrive On Green 0.15 0.19 0.19 0.13 0.17 0.17 0.12 0.29 0.29 0.08 0.25 0.25 Sat Flow, veh/h 1767 2467 976 1767 2893 615 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 220 251 244 177 220 221 164 562 65 85 899 223 Grp Sat Flow(s),veh/h/ln 1767 1763 1680 1767 1763 1745 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 7.4 8.2 8.4 5.9 7.2 7.4 5.5 8.2 1.9 2.8 15.0 7.6 Cycle Q Clear(g_c), s 7.4 8.2 8.4 5.9 7.2 7.4 5.5 8.2 1.9 2.8 15.0 7.6 Prop In Lane 1.00 0.58 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 266 330 315 230 295 292 205 1013 452 133 868 387 V/C Ratio(X) 0.83 0.76 0.78 0.77 0.75 0.76 0.80 0.55 0.14 0.64 1.04 0.58 Avail Cap(c_a), veh/h 305 420 400 305 420 415 305 1013 452 305 868 387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 23.5 23.5 25.6 24.1 24.2 26.2 18.4 16.1 27.4 23.0 20.2 Incr Delay (d2), s/veh 13.6 6.0 7.3 5.7 4.4 5.0 5.0 0.7 0.1 1.9 40.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 3.6 3.6 2.6 3.1 3.1 2.4 3.1 0.6 1.2 10.4 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 29.5 30.8 31.3 28.5 29.2 31.2 19.1 16.3 29.3 63.1 22.3 LnGrp LOS DCCCCCCBBCFC
Approach Vol, veh/h 715 618 791 1207
Approach Delay, s/veh 32.8 29.5 21.4 53.2
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.7 15.7 9.1 22.5 12.4 16.9 11.6 20.0 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 10.5 14.5 10.5 15.0 10.5 14.5 10.5 15.0 Max Q Clear Time (g_c+I1), s 9.4 9.4 4.8 10.2 7.9 10.4 7.5 17.0 Green Ext Time (p_c), s 0.0 0.8 0.0 1.3 0.0 0.8 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
79: TRACY BLVD & Central Ave Timing Plan: PM
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) 45 60 39 306 105 115 39 612 117 45 825 82 Future Volume (veh/h) 45 60 39 306 105 115 39 612 117 45 825 82 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 49 65 42 333 114 125 42 665 127 49 897 89 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 128 163 105 219 166 182 116 1097 209 128 1225 122 Arrive On Green 0.07 0.15 0.15 0.12 0.21 0.21 0.07 0.37 0.37 0.07 0.38 0.38 Sat Flow, veh/h 1767 1053 680 1767 809 887 1767 2953 563 1767 3239 321 Grp Volume(v), veh/h 49 0 107 333 0 239 42 397 395 49 488 498 Grp Sat Flow(s),veh/h/ln1767 0 1733 1767 0 1696 1767 1763 1754 1767 1763 1798 Q Serve(g_s), s 1.7 0.0 3.6 8.0 0.0 8.4 1.5 11.8 11.8 1.7 15.4 15.4 Cycle Q Clear(g_c), s 1.7 0.0 3.6 8.0 0.0 8.4 1.5 11.8 11.8 1.7 15.4 15.4 Prop In Lane 1.00 0.39 1.00 0.52 1.00 0.32 1.00 0.18
Lane Grp Cap(c), veh/h 128 0 268 219 0 349 116 654 651 128 667 680 V/C Ratio(X) 0.38 0.00 0.40 1.52 0.00 0.69 0.36 0.61 0.61 0.38 0.73 0.73 Avail Cap(c_a), veh/h 410 0 268 219 0 349 410 817 813 219 817 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 0.0 24.6 28.3 0.0 23.8 28.9 16.5 16.5 28.6 17.3 17.3 Incr Delay (d2), s/veh 0.7 0.0 0.4 257.7 0.0 4.6 0.7 1.6 1.6 0.7 3.5 3.5 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 0.7 0.0 1.4 18.8 0.0 3.6 0.6 4.4 4.3 0.7 6.0 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 25.0 286.0 0.0 28.3 29.6 18.1 18.1 29.3 20.8 20.8 LnGrp LOS C A C F A C C B B C C C
Approach Vol, veh/h 156 572 834 1035
Approach Delay, s/veh 26.4 178.3 18.6 21.2
Approach LOS C F B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 28.5 12.5 14.5 8.7 29.0 9.2 17.8 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 8.0 30.0 8.0 10.0 15.0 30.0 15.0 10.0 Max Q Clear Time (g_c+I1), s 3.7 13.8 10.0 5.6 3.5 17.4 3.7 10.4 Green Ext Time (p_c), s 0.0 6.7 0.0 0.1 0.0 7.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 55.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
80: TRACY BLVD & VALPICO RD. Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 293 70 170 202 142 130 578 111 184 309 67 Future Volume (veh/h) 135 293 70 170 202 142 130 578 111 184 309 67 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1870 1870 1870 1900 1885 1826 1870 1856 1856 Adj Flow Rate, veh/h 148 322 77 187 222 156 143 635 122 202 340 74 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 11222015233
Cap, veh/h 209 542 128 418 686 306 209 907 392 247 798 172 Arrive On Green 0.12 0.19 0.19 0.12 0.19 0.19 0.12 0.25 0.25 0.14 0.28 0.28 Sat Flow, veh/h 1795 2876 678 3456 3554 1585 1810 3582 1547 1781 2886 621 Grp Volume(v), veh/h 148 199 200 187 222 156 143 635 122 202 206 208 Grp Sat Flow(s),veh/h/ln1795 1791 1763 1728 1777 1585 1810 1791 1547 1781 1763 1744 Q Serve(g_s), s 5.1 6.5 6.6 3.2 3.4 5.6 4.8 10.2 4.1 7.0 6.1 6.2 Cycle Q Clear(g_c), s 5.1 6.5 6.6 3.2 3.4 5.6 4.8 10.2 4.1 7.0 6.1 6.2 Prop In Lane 1.00 0.38 1.00 1.00 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 209 337 332 418 686 306 209 907 392 247 488 482 V/C Ratio(X) 0.71 0.59 0.60 0.45 0.32 0.51 0.68 0.70 0.31 0.82 0.42 0.43 Avail Cap(c_a), veh/h 423 844 831 814 1674 747 426 1687 729 420 830 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 23.6 23.7 26.0 22.1 23.0 27.0 21.6 19.3 26.6 18.9 18.9 Incr Delay (d2), s/veh 1.6 2.0 2.1 0.3 0.3 1.6 1.5 1.2 0.5 2.5 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.6 2.7 1.2 1.3 2.0 2.0 3.9 1.4 2.9 2.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 25.6 25.8 26.3 22.4 24.6 28.5 22.8 19.8 29.1 19.6 19.7 LnGrp LOS C CCCCCCCBCBB
Approach Vol, veh/h 547 565 900 616
Approach Delay, s/veh 26.5 24.3 23.3 22.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.3 21.1 12.2 17.0 11.9 22.6 11.9 17.3 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 15.0 30.0 15.0 30.0 15.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 9.0 12.2 5.2 8.6 6.8 8.2 7.1 7.6 Green Ext Time (p_c), s 0.1 3.9 0.1 1.8 0.1 1.9 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 24.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
81: TRACY BLVD & Whispering Wind Dr Timing Plan: PM
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) 258 86 34 16 56 151 47 332 80 281 219 329 Future Volume (veh/h) 258 86 34 16 56 151 47 332 80 281 219 329 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 280 93 37 17 61 164 51 361 87 305 238 358 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 325 381 152 43 264 224 98 558 133 350 599 535 Arrive On Green 0.18 0.30 0.30 0.02 0.14 0.14 0.06 0.20 0.20 0.20 0.34 0.34 Sat Flow, veh/h 1767 1263 502 1767 1856 1572 1767 2825 673 1767 1763 1572 Grp Volume(v), veh/h 280 0 130 17 61 164 51 224 224 305 238 358 Grp Sat Flow(s),veh/h/ln1767 0 1765 1767 1856 1572 1767 1763 1734 1767 1763 1572 Q Serve(g_s), s 10.0 0.0 3.6 0.6 1.9 6.5 1.8 7.6 7.7 10.8 6.7 12.6 Cycle Q Clear(g_c), s 10.0 0.0 3.6 0.6 1.9 6.5 1.8 7.6 7.7 10.8 6.7 12.6 Prop In Lane 1.00 0.28 1.00 1.00 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 325 0 533 43 264 224 98 348 343 350 599 535 V/C Ratio(X) 0.86 0.00 0.24 0.39 0.23 0.73 0.52 0.64 0.65 0.87 0.40 0.67 Avail Cap(c_a), veh/h 409 0 545 409 573 485 409 1088 1071 409 1088 971 HCM Platoon Ratio 1.00 1.00 1.00 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 25.6 0.0 17.0 31.1 24.6 26.6 29.7 23.9 23.9 25.2 16.3 18.3 Incr Delay (d2), s/veh 12.0 0.0 0.3 2.2 0.5 5.5 1.6 2.4 2.5 14.8 0.5 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 1.4 0.3 0.8 0.3 0.7 3.0 3.0 5.4 2.4 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 0.0 17.3 33.3 25.2 32.1 31.3 26.3 26.5 40.0 16.8 20.0 LnGrp LOS D A B CCCCCCDBC
Approach Vol, veh/h 410 242 499 901
Approach Delay, s/veh 31.2 30.4 26.9 25.9
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 17.3 17.3 6.1 24.1 8.1 26.5 16.4 13.7 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 15.0 40.0 15.0 20.0 15.0 40.0 15.0 20.0 Max Q Clear Time (g_c+I1), s 12.8 9.7 2.6 5.6 3.8 14.6 12.0 8.5 Green Ext Time (p_c), s 0.0 3.1 0.0 0.6 0.0 4.4 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 27.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
82: TRACY BLVD & ACE Station Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 48
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 27 421 42 3 194
Future Vol, veh/h 15 27 421 42 3 194
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 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 17 30 468 47 3 216

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 606 258 0 0 515 0
Stage 1 492 -----
Stage 2 114 -----
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 -----
Critical Hdwy Stg 2 5.86 -----
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 426 738 - - 1040 -
Stage 1 577 -----
Stage 2 895 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 425 738 - - 1040 -
Mov Cap-2 Maneuver 425 -----
Stage 1 577 -----
Stage 2 892 -----

Approach WB NB SB
HCM Control Delay, s 11.7 0 0.1

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 584 1040 -
HCM Lane V/C Ratio - - 0.08 0.003 -
HCM Control Delay (s) - - 11.7 8.5 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.3 0 -
Tracy 2020 TMP Existing
83: TRACY BLVD & LINNE Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 49
Intersection
Intersection Delay, s/veh 27.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 272 285 10 7 48 116 6 39 21 133 36 52 Future Vol, veh/h 272 285 10 7 48 116 6 39 21 133 36 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 333333333333
Mvmt Flow 296 310 11 8 52 126 7 42 23 145 39 57
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 40 10.8 10.6 13.7

HCM LOS EBBB

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 48% 4% 60%
Vol Thru, % 59% 50% 28% 16%
Vol Right, % 32% 2% 68% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 66 567 171 221
LT Vol 6 272 7 133
Through Vol 39 285 48 36
RT Vol 21 10 116 52
Lane Flow Rate 72 616 186 240
Geometry Grp 1111
Degree of Util (X) 0.132 0.914 0.285 0.416
Departure Headway (Hd) 6.613 5.336 5.523 6.23
Convergence, Y/N Yes Yes Yes Yes
Cap 545 678 645 574
Service Time 4.613 3.395 3.609 4.313
HCM Lane V/C Ratio 0.132 0.909 0.288 0.418
HCM Control Delay 10.6 40 10.8 13.7
HCM Lane LOS BEBB
HCM 95th-tile Q 0.5 12 1.2 2
Tracy 2020 TMP Existing
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. Timing Plan: PM 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) 201 751 88 165 892 97 119 237 71 115 264 160 Future Volume (veh/h) 201 751 88 165 892 97 119 237 71 115 264 160 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 218 816 96 179 970 105 129 258 77 125 287 174 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 454 1366 161 208 919 99 158 283 85 153 379 321 Arrive On Green 0.26 0.43 0.43 0.12 0.29 0.29 0.09 0.21 0.21 0.09 0.20 0.20 Sat Flow, veh/h 1767 3177 374 1767 3209 347 1767 1372 410 1767 1856 1572 Grp Volume(v), veh/h 218 453 459 179 533 542 129 0 335 125 287 174 Grp Sat Flow(s),veh/h/ln1767 1763 1788 1767 1763 1793 1767 0 1782 1767 1856 1572 Q Serve(g_s), s 11.5 21.7 21.7 10.9 31.5 31.5 7.9 0.0 20.2 7.6 16.0 10.9 Cycle Q Clear(g_c), s 11.5 21.7 21.7 10.9 31.5 31.5 7.9 0.0 20.2 7.6 16.0 10.9 Prop In Lane 1.00 0.21 1.00 0.19 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 454 758 769 208 505 513 158 0 368 153 379 321 V/C Ratio(X) 0.48 0.60 0.60 0.86 1.06 1.06 0.82 0.00 0.91 0.82 0.76 0.54 Avail Cap(c_a), veh/h 454 758 769 249 505 513 257 0 478 257 498 422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 24.1 24.1 47.6 39.3 39.3 49.2 0.0 42.7 49.4 41.2 39.2 Incr Delay (d2), s/veh 0.3 3.5 3.4 19.3 55.3 55.1 4.1 0.0 16.1 4.0 3.2 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 5.0 9.6 9.7 5.9 21.1 21.5 3.6 0.0 10.5 3.5 7.6 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 27.5 27.5 66.9 94.6 94.3 53.3 0.0 58.7 53.3 44.4 39.7 LnGrp LOS C C C E F F D A E D D D
Approach Vol, veh/h 1130 1254 464 586
Approach Delay, s/veh 28.9 90.5 57.2 44.9
Approach LOS C F E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 32.8 36.0 14.3 26.9 17.0 51.8 14.0 27.2 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 15.5 * 32 16.0 29.5 15.5 31.0 16.0 29.5 Max Q Clear Time (g_c+I1), s 13.5 33.5 9.9 18.0 12.9 23.7 9.6 22.2 Green Ext Time (p_c), s 0.1 0.0 0.1 0.9 0.1 2.5 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 58.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
85: CENTRAL AVE & SCHULTE ROAD Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 115 303 45 74 311 58 63 176 95 189 381 193 Future Volume (veh/h) 115 303 45 74 311 58 63 176 95 189 381 193 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 125 329 49 80 338 63 68 191 103 205 414 210 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 159 577 85 128 504 93 118 369 199 250 465 236 Arrive On Green 0.09 0.19 0.19 0.07 0.17 0.17 0.07 0.33 0.33 0.14 0.40 0.40 Sat Flow, veh/h 1767 3082 455 1767 2972 548 1767 1134 612 1767 1161 589 Grp Volume(v), veh/h 125 187 191 80 199 202 68 0 294 205 0 624 Grp Sat Flow(s),veh/h/ln1767 1763 1774 1767 1763 1757 1767 0 1745 1767 0 1750 Q Serve(g_s), s 4.3 6.0 6.1 2.7 6.6 6.7 2.3 0.0 8.5 7.0 0.0 20.7 Cycle Q Clear(g_c), s 4.3 6.0 6.1 2.7 6.6 6.7 2.3 0.0 8.5 7.0 0.0 20.7 Prop In Lane 1.00 0.26 1.00 0.31 1.00 0.35 1.00 0.34
Lane Grp Cap(c), veh/h 159 330 332 128 299 298 118 0 568 250 0 700 V/C Ratio(X) 0.78 0.57 0.58 0.63 0.67 0.68 0.58 0.00 0.52 0.82 0.00 0.89 Avail Cap(c_a), veh/h 426 851 856 227 851 848 426 0 842 426 0 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.7 23.0 23.0 28.0 24.2 24.2 28.2 0.0 17.0 25.9 0.0 17.4 Incr Delay (d2), s/veh 3.2 1.8 1.9 1.9 3.1 3.3 1.7 0.0 0.9 2.5 0.0 10.6 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 1.8 2.4 2.5 1.1 2.7 2.8 1.0 0.0 3.2 2.9 0.0 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 24.8 24.9 29.9 27.2 27.5 29.8 0.0 17.9 28.4 0.0 28.0 LnGrp LOS C CCCCCCABCAC
Approach Vol, veh/h 503 481 362 829
Approach Delay, s/veh 26.3 27.8 20.1 28.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.6 15.0 8.1 29.4 8.5 16.1 12.8 24.7 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 15.0 30.0 15.0 30.0 8.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 6.3 8.7 4.3 22.7 4.7 8.1 9.0 10.5 Green Ext Time (p_c), s 0.0 1.8 0.0 2.2 0.0 1.7 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 26.3
HCM 6th LOS C
Tracy 2020 TMP Existing
86: MACARTHUR DRIVE (N) & Arbor Ave Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 52
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 38 119 14 24 1 76 12 32 1 28 2
Future Vol, veh/h 7 38 119 14 24 1 76 12 32 1 28 2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 88883838333
Mvmt Flow 8 42 132 16 27 1 84 13 36 1 31 2
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8 8 8.5 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 63% 4% 36% 3%
Vol Thru, % 10% 23% 62% 90%
Vol Right, % 27% 73% 3% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 120 164 39 31
LT Vol 76 7 14 1
Through Vol 12 38 24 28
RT Vol 32 119 1 2
Lane Flow Rate 133 182 43 34
Geometry Grp 1111
Degree of Util (X) 0.168 0.201 0.056 0.044
Departure Headway (Hd) 4.526 3.973 4.674 4.558
Convergence, Y/N Yes Yes Yes Yes
Cap 795 906 768 787
Service Time 2.541 1.985 2.691 2.575
HCM Lane V/C Ratio 0.167 0.201 0.056 0.043
HCM Control Delay 8.5 8 8 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.6 0.7 0.2 0.1
Tracy 2020 TMP Existing
87: MACARTHUR DRIVE (N) & I-205 WEST ON RAMP/I-205 WEST OFF RAMP Timing Plan: PM 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) 0 0 0 314 25 51 358 73 0 0 146 15 Future Volume (veh/h) 0 0 0 314 25 51 358 73 0 0 146 15 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 1900 1856 1900 1678 1781 0 0 1781 1781 Adj Flow Rate, veh/h 349 28 57 398 81 0 0 162 17
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 15 80088
Cap, veh/h 410 33 67 470 944 0 0 222 23
Arrive On Green 0.29 0.29 0.29 0.29 0.53 0.00 0.00 0.14 0.14 Sat Flow, veh/h 1403 113 229 1598 1781 0 0 1585 166
Grp Volume(v), veh/h 434 0 0 398 81 0 0 0 179
Grp Sat Flow(s),veh/h/ln 1744 0 0 1598 1781 0 0 0 1751
Q Serve(g_s), s 12.0 0.0 0.0 12.0 1.1 0.0 0.0 0.0 5.0
Cycle Q Clear(g_c), s 12.0 0.0 0.0 12.0 1.1 0.0 0.0 0.0 5.0 Prop In Lane 0.80 0.13 1.00 0.00 0.00 0.09
Lane Grp Cap(c), veh/h 510 0 0 470 944 0 0 0 245
V/C Ratio(X) 0.85 0.00 0.00 0.85 0.09 0.00 0.00 0.00 0.73 Avail Cap(c_a), veh/h 1194 0 0 937 944 0 0 0 856
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 0.00 1.00 Uniform Delay (d), s/veh 17.1 0.0 0.0 17.0 5.9 0.0 0.0 0.0 21.1 Incr Delay (d2), s/veh 1.6 0.0 0.0 3.2 0.0 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 4.2 0.0 0.0 4.0 0.3 0.0 0.0 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.6 0.0 0.0 20.2 5.9 0.0 0.0 0.0 22.6 LnGrp LOS B A A C AAAAC
Approach Vol, veh/h 434 479 179
Approach Delay, s/veh 18.6 17.8 22.6
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 32.0 19.9 12.1 19.1
Change Period (Y+Rc), s 4.9 4.9 4.9 4.2
Max Green Setting (Gmax), s 25.0 30.0 25.0 35.0
Max Q Clear Time (g_c+I1), s 3.1 14.0 7.0 14.0
Green Ext Time (p_c), s 0.1 1.1 0.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
Tracy 2020 TMP Existing
88: MACARTHUR DRIVE (N) & I-205 EAST OFF RAMP/I-205 EAST ON RAMP Timing Plan: PM 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) 61 159 293 0000 3 7 0 6 8 1 8 2 3 7 80 Future Volume (veh/h) 61 159 293 0000 3 7 0 6 8 1 8 2 3 7 80 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1856 1900 0 1678 1678 1781 1678 0 Adj Flow Rate, veh/h 66 173 318 0 402 740 89 411 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 0 0 15 15 8 15 0
Cap, veh/h 51 133 244 0 914 774 113 1094 0
Arrive On Green 0.25 0.25 0.25 0.00 0.54 0.54 0.07 0.65 0.00 Sat Flow, veh/h 198 520 956 0 1678 1422 1697 1678 0
Grp Volume(v), veh/h 557 0 0 0 402 740 89 411 0
Grp Sat Flow(s),veh/h/ln1674 0 0 0 1678 1422 1697 1678 0 Q Serve(g_s), s 25.0 0.0 0.0 0.0 14.1 48.5 5.1 11.1 0.0 Cycle Q Clear(g_c), s 25.0 0.0 0.0 0.0 14.1 48.5 5.1 11.1 0.0 Prop In Lane 0.12 0.57 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 427 0 0 0 914 774 113 1094 0
V/C Ratio(X) 1.31 0.00 0.00 0.00 0.44 0.96 0.78 0.38 0.00 Avail Cap(c_a), veh/h 427 0 0 0 941 797 259 1094 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 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.5 0.0 0.0 0.0 13.4 21.2 45.1 7.9 0.0 Incr Delay (d2), s/veh 153.6 0.0 0.0 0.0 0.5 21.6 11.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 28.0 0.0 0.0 0.0 4.9 18.6 2.4 3.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 190.2 0.0 0.0 0.0 13.8 42.8 56.2 8.2 0.0 LnGrp LOS F A A A B D E A A
Approach Vol, veh/h 557 1142 500
Approach Delay, s/veh 190.2 32.6 16.7
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.6 58.3 29.2 68.9
Change Period (Y+Rc), s 4.0 4.9 * 4.2 4.9
Max Green Setting (Gmax), s 15.0 55.0 * 25 55.0
Max Q Clear Time (g_c+I1), s 7.1 50.5 27.0 13.1
Green Ext Time (p_c), s 0.1 2.9 0.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 68.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Tracy 2020 TMP Existing
89: MACARTHUR DRIVE (N) & PESCADERO AVE Timing Plan: PM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 55
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 1 13 95 5 211 41 718 203 202 450 19 Future Volume (veh/h) 6 1 13 95 5 211 41 718 203 202 450 19 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 1678 1856 1678 1856 1678 1678 1678 1678 1856 Adj Flow Rate, veh/h 7 1 14 103 5 229 45 780 221 220 489 21 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 3 3 15 3 15 3 15 15 15 15 3
Cap, veh/h 26 18 254 159 475 364 118 860 244 351 1266 625 Arrive On Green 0.01 0.17 0.17 0.10 0.26 0.26 0.07 0.35 0.35 0.11 0.40 0.40 Sat Flow, veh/h 1767 106 1483 1598 1856 1422 1767 2452 695 3100 3188 1572 Grp Volume(v), veh/h 7 0 15 103 5 229 45 507 494 220 489 21 Grp Sat Flow(s),veh/h/ln1767 0 1589 1598 1856 1422 1767 1594 1553 1550 1594 1572 Q Serve(g_s), s 0.3 0.0 0.6 4.3 0.1 9.9 1.7 21.1 21.1 4.7 7.6 0.6 Cycle Q Clear(g_c), s 0.3 0.0 0.6 4.3 0.1 9.9 1.7 21.1 21.1 4.7 7.6 0.6 Prop In Lane 1.00 0.93 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 26 0 272 159 475 364 118 559 545 351 1266 625 V/C Ratio(X) 0.27 0.00 0.06 0.65 0.01 0.63 0.38 0.91 0.91 0.63 0.39 0.03 Avail Cap(c_a), veh/h 203 0 776 344 906 694 381 572 557 668 1266 625 HCM Platoon Ratio 1.00 1.00 1.00 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 33.9 0.0 24.1 30.2 19.3 23.0 31.1 21.5 21.5 29.5 14.9 12.8 Incr Delay (d2), s/veh 2.1 0.0 0.1 1.7 0.0 0.7 0.8 18.4 18.8 0.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 1.6 0.1 3.1 0.7 9.7 9.5 1.7 2.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.0 0.0 24.2 31.9 19.3 23.7 31.9 39.9 40.3 30.2 15.2 12.9 LnGrp LOS D A C C B CCDDCBB
Approach Vol, veh/h 22 337 1046 730
Approach Delay, s/veh 28.0 26.1 39.8 19.7
Approach LOS C C D B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.4 29.4 11.4 16.4 9.1 32.7 5.5 22.3 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 15.0 25.0 15.0 34.0 15.0 25.0 8.0 34.0 Max Q Clear Time (g_c+I1), s 6.7 23.1 6.3 2.6 3.7 9.6 2.3 11.9 Green Ext Time (p_c), s 0.3 1.3 0.0 0.0 0.0 3.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
90: MACARTHUR DRIVE (N) & GRANT LINE RD Timing Plan: PM HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 56
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 397 380 59 20 244 144 44 415 32 138 183 242 Future Volume (veh/h) 397 380 59 20 244 144 44 415 32 138 183 242 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1678 1870 1870 1870 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 432 413 64 22 265 157 48 451 35 150 199 263 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 15 2 2 2 15 15 15 15 15
Cap, veh/h 366 1117 172 47 404 232 91 639 49 183 440 393 Arrive On Green 0.21 0.36 0.36 0.03 0.19 0.19 0.05 0.21 0.21 0.11 0.28 0.28 Sat Flow, veh/h 1781 3087 475 1598 2175 1248 1781 2998 232 1598 1594 1422 Grp Volume(v), veh/h 432 237 240 22 215 207 48 239 247 150 199 263 Grp Sat Flow(s),veh/h/ln1781 1777 1785 1598 1777 1646 1781 1594 1636 1598 1594 1422 Q Serve(g_s), s 15.0 7.1 7.2 1.0 8.2 8.5 1.9 10.1 10.2 6.7 7.5 12.0 Cycle Q Clear(g_c), s 15.0 7.1 7.2 1.0 8.2 8.5 1.9 10.1 10.2 6.7 7.5 12.0 Prop In Lane 1.00 0.27 1.00 0.76 1.00 0.14 1.00 1.00
Lane Grp Cap(c), veh/h 366 643 646 47 330 305 91 340 349 183 440 393 V/C Ratio(X) 1.18 0.37 0.37 0.47 0.65 0.68 0.53 0.70 0.71 0.82 0.45 0.67 Avail Cap(c_a), veh/h 366 731 734 329 731 677 366 656 673 329 656 585 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 17.1 17.2 34.8 27.5 27.7 33.7 26.6 26.6 31.6 21.8 23.4 Incr Delay (d2), s/veh 105.2 0.6 0.6 2.6 3.7 4.5 1.7 4.5 4.5 3.5 1.2 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 16.8 2.8 2.9 0.4 3.7 3.6 0.8 4.1 4.2 2.7 2.8 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 134.2 17.7 17.8 37.4 31.2 32.1 35.5 31.1 31.1 35.0 23.1 26.8 LnGrp LOS F B B DCCDCCDCC
Approach Vol, veh/h 909 444 534 612
Approach Delay, s/veh 73.1 31.9 31.5 27.6
Approach LOS E C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.3 21.0 7.2 31.4 8.7 25.6 20.0 18.5 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 30.0 15.0 30.0 15.0 30.0 15.0 30.0 Max Q Clear Time (g_c+I1), s 8.7 12.2 3.0 9.2 3.9 14.0 17.0 10.5 Green Ext Time (p_c), s 0.1 3.3 0.0 3.4 0.0 3.2 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 45.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
91: ELEVENTH ST. & MACARTHUR DRIVE Timing Plan: PM
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) 133 821 0 0 446 92 0 0 0 169 0 129 Future Volume (veh/h) 133 821 0 0 446 92 0 0 0 169 0 129 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 1856 1856 0 1678 1678 1856 1856 1856 1856 1856 1678 Adj Flow Rate, veh/h 145 892 0 0 485 100 0 0 0 184 0 140 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 3 3 0 15 15 33333 1 5
Cap, veh/h 174 2640 0 0 1891 843 0 292 0 297 0 224
Arrive On Green 0.11 0.75 0.00 0.00 0.59 0.59 0.00 0.00 0.00 0.16 0.00 0.16 Sat Flow, veh/h 1598 3618 0 0 3272 1422 0 1856 0 1406 0 1422 Grp Volume(v), veh/h 145 892 0 0 485 100 0 0 0 184 0 140 Grp Sat Flow(s),veh/h/ln1598 1763 0 0 1594 1422 0 1856 0 1406 0 1422 Q Serve(g_s), s 8.5 8.2 0.0 0.0 7.0 3.0 0.0 0.0 0.0 12.2 0.0 8.8 Cycle Q Clear(g_c), s 8.5 8.2 0.0 0.0 7.0 3.0 0.0 0.0 0.0 12.2 0.0 8.8 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 174 2640 0 0 1891 843 0 292 0 297 0 224 V/C Ratio(X) 0.84 0.34 0.00 0.00 0.26 0.12 0.00 0.00 0.00 0.62 0.00 0.63 Avail Cap(c_a), veh/h 258 2640 0 0 1891 843 0 551 0 492 0 422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.9 4.1 0.0 0.0 9.4 8.5 0.0 0.0 0.0 39.2 0.0 37.8 Incr Delay (d2), s/veh 9.1 0.3 0.0 0.0 0.3 0.3 0.0 0.0 0.0 0.8 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 2.3 0.0 0.0 2.3 0.9 0.0 0.0 0.0 4.3 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.0 4.4 0.0 0.0 9.7 8.8 0.0 0.0 0.0 40.0 0.0 38.9 LnGrp LOS D AAAAAAAADAD
Approach Vol, veh/h 1037 585 0 324
Approach Delay, s/veh 10.9 9.5 0.0 39.5
Approach LOS B A D
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 76.4 19.6 14.9 61.4 19.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 28.5 15.5 38.5 28.5
Max Q Clear Time (g_c+I1), s 10.2 14.2 10.5 9.0 0.0
Green Ext Time (p_c), s 4.8 1.0 0.1 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
92: MACARTHUR (S) & ELEVENTH ST. Timing Plan: PM
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) 0 864 355 202 388 0 122 0 280 0 0 0 Future Volume (veh/h) 0 864 355 202 388 0 122 0 280 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 939 0 220 422 0 133 0 304 0 0 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 3 1238 272 2067 0 444 0 395 0 3 0
Arrive On Green 0.00 0.35 0.00 0.15 0.59 0.00 0.25 0.00 0.25 0.00 0.00 0.00 Sat Flow, veh/h 1767 3526 1572 1767 3618 0 1767 0 1572 0 1856 0 Grp Volume(v), veh/h 0 939 0 220 422 0 133 0 304 0 0 0
Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 0 1767 0 1572 0 1856 0 Q Serve(g_s), s 0.0 13.0 0.0 6.7 3.1 0.0 3.4 0.0 9.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 13.0 0.0 6.7 3.1 0.0 3.4 0.0 9.9 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 1238 272 2067 0 444 0 395 0 3 0 V/C Ratio(X) 0.00 0.76 0.81 0.20 0.00 0.30 0.00 0.77 0.00 0.00 0.00 Avail Cap(c_a), veh/h 639 1911 639 2067 0 958 0 852 0 1006 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 15.9 0.0 22.6 5.4 0.0 16.8 0.0 19.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 0.0 2.2 0.0 0.0 0.4 0.0 3.2 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 4.9 0.0 2.7 0.8 0.0 1.3 0.0 3.5 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.9 0.0 24.8 5.4 0.0 17.2 0.0 22.4 0.0 0.0 0.0 LnGrp LOS A B C AABACAAA
Approach Vol, veh/h 939 A 642 437 0
Approach Delay, s/veh 16.9 12.1 20.8 0.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.0 23.9 0.0 0.0 36.9 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 30.0 30.0 20.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 8.7 15.0 0.0 0.0 5.1 11.9
Green Ext Time (p_c), s 0.1 4.4 0.0 0.0 1.9 2.0
Intersection Summary
HCM 6th Ctrl Delay 16.2
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 2020 TMP Existing
93: MACARTHUR (S) & E. 6th St Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 59
Intersection
Int Delay, s/veh 8.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 71 143 104 329 505 82
Future Vol, veh/h 71 143 104 329 505 82
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 77 155 113 358 549 89

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1178 594 638 0 - 0
Stage 1 594 -----
Stage 2 584 -----
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 210 503 941 - - -
Stage 1 550 -----
Stage 2 555 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 179 503 941 - - -
Mov Cap-2 Maneuver 179 -----
Stage 1 468 -----
Stage 2 555 -----

Approach EB NB SB
HCM Control Delay, s 43.1 2.2 0

HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 941 - 314 - -
HCM Lane V/C Ratio 0.12 - 0.741 - -
HCM Control Delay (s) 9.3 0 43.1 - -
HCM Lane LOS A A E - -
HCM 95th %tile Q(veh) 0.4 - 5.5 - -
Tracy 2020 TMP Existing
94: MACARTHUR (S) & E. Mt. Diablo Ave Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 60
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 59 15 323 454 101
Future Vol, veh/h 5 59 15 323 454 101
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 115 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 5 64 16 351 493 110

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 931 548 603 0 - 0
Stage 1 548 -----
Stage 2 383 -----
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 295 534 970 - - -
Stage 1 577 -----
Stage 2 687 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 289 534 970 - - -
Mov Cap-2 Maneuver 289 -----
Stage 1 565 -----
Stage 2 687 -----

Approach EB NB SB
HCM Control Delay, s 13.1 0.4 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 970 - 289 534 - -
HCM Lane V/C Ratio 0.017 - 0.019 0.12 - -
HCM Control Delay (s) 8.8 0 17.7 12.7 - -
HCM Lane LOS A A C B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 0.4 - -
Tracy 2020 TMP Existing
95: MACARTHUR (S) & SCHULTE ROAD Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 61
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 147 225 60 255 64 87 274 39 14 503 53 Future Volume (veh/h) 66 147 225 60 255 64 87 274 39 14 503 53 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 72 162 245 65 277 70 95 298 42 15 547 58 Peak Hour Factor 0.92 0.91 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 104 234 291 72 307 325 124 419 59 146 454 48 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.07 0.26 0.26 0.08 0.28 0.28 Sat Flow, veh/h 562 1265 1572 349 1489 1572 1767 1591 224 1767 1649 175 Grp Volume(v), veh/h 234 0 245 342 0 70 95 0 340 15 0 605 Grp Sat Flow(s),veh/h/ln 1827 0 1572 1838 0 1572 1767 0 1815 1767 0 1824 Q Serve(g_s), s 8.7 0.0 10.9 13.2 0.0 2.7 3.8 0.0 12.3 0.6 0.0 20.0 Cycle Q Clear(g_c), s 8.7 0.0 10.9 13.2 0.0 2.7 3.8 0.0 12.3 0.6 0.0 20.0 Prop In Lane 0.31 1.00 0.19 1.00 1.00 0.12 1.00 0.10
Lane Grp Cap(c), veh/h 338 0 291 379 0 325 124 0 477 146 0 502 V/C Ratio(X) 0.69 0.00 0.84 0.90 0.00 0.22 0.76 0.00 0.71 0.10 0.00 1.21 Avail Cap(c_a), veh/h 377 0 325 379 0 325 243 0 500 365 0 502 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.7 0.0 28.6 28.1 0.0 24.0 33.2 0.0 24.3 30.8 0.0 26.3 Incr Delay (d2), s/veh 5.0 0.0 16.9 24.1 0.0 0.4 3.6 0.0 4.7 0.1 0.0 110.1 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 4.0 0.0 5.2 7.9 0.0 1.0 1.7 0.0 5.5 0.2 0.0 23.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 0.0 45.5 52.2 0.0 24.4 36.8 0.0 29.0 31.0 0.0 136.4 LnGrp LOS C A D D A C D A C C A F
Approach Vol, veh/h 479 412 435 620
Approach Delay, s/veh 39.2 47.4 30.7 133.8
Approach LOS D D C F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.4 10.6 24.1 19.6 9.7 25.0
Change Period (Y+Rc), s 4.9 4.6 * 5 4.6 4.6 5.0
Max Green Setting (Gmax), s 15.0 15.0 * 20 15.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 12.9 2.6 14.3 15.2 5.8 22.0 Green Ext Time (p_c), s 0.5 0.0 0.8 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 69.2
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 2020 TMP Existing
96: MACARTHUR (S) & VALPICO RD. Timing Plan: PM
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) 194 320 55 63 260 69 39 105 46 70 158 227 Future Volume (veh/h) 194 320 55 63 260 69 39 105 46 70 158 227 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 1796 1870 1870 1900 1870 1870 1841 1826 1826 1900 1826 1826 Adj Flow Rate, veh/h 211 348 60 68 283 75 42 114 50 76 172 247 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, % 7 22022455055
Cap, veh/h 260 463 80 166 338 90 134 222 97 176 375 318 Arrive On Green 0.15 0.30 0.30 0.09 0.24 0.24 0.08 0.18 0.18 0.10 0.21 0.21 Sat Flow, veh/h 1711 1554 268 1810 1425 378 1753 1203 528 1810 1826 1547 Grp Volume(v), veh/h 211 0 408 68 0 358 42 0 164 76 172 247 Grp Sat Flow(s),veh/h/ln1711 0 1822 1810 0 1802 1753 0 1731 1810 1826 1547 Q Serve(g_s), s 7.0 0.0 11.8 2.1 0.0 11.0 1.3 0.0 5.0 2.3 4.8 8.8 Cycle Q Clear(g_c), s 7.0 0.0 11.8 2.1 0.0 11.0 1.3 0.0 5.0 2.3 4.8 8.8 Prop In Lane 1.00 0.15 1.00 0.21 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 260 0 543 166 0 428 134 0 319 176 375 318 V/C Ratio(X) 0.81 0.00 0.75 0.41 0.00 0.84 0.31 0.00 0.51 0.43 0.46 0.78 Avail Cap(c_a), veh/h 440 0 625 465 0 618 451 0 1187 465 626 530 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 0.00 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 23.9 0.0 18.5 25.0 0.0 21.2 25.5 0.0 21.4 24.8 20.3 21.9 Incr Delay (d2), s/veh 2.3 0.0 4.4 0.6 0.0 6.8 0.5 0.0 1.3 0.6 0.9 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 4.9 0.8 0.0 4.8 0.5 0.0 1.9 0.9 1.9 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.2 0.0 23.0 25.6 0.0 27.9 26.0 0.0 22.7 25.4 21.2 26.0 LnGrp LOS C A C C A C C A C C C C
Approach Vol, veh/h 619 426 206 495
Approach Delay, s/veh 24.1 27.6 23.4 24.3
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.9 22.4 9.0 17.0 13.5 18.8 10.3 15.8 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 15.0 20.0 15.0 20.0 15.0 20.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 4.1 13.8 3.3 10.8 9.0 13.0 4.3 7.0 Green Ext Time (p_c), s 0.1 0.9 0.0 1.2 0.2 0.8 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 24.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy 2020 TMP Existing
99: CHRISMAN & ELEVENTH ST. Timing Plan: PM
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) 62 767 148 392 421 37 62 43 414 34 27 54 Future Volume (veh/h) 62 767 148 392 421 37 62 43 414 34 27 54 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 67 834 161 426 458 40 67 47 0 37 29 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 157 1231 549 410 1736 774 168 90 161 103
Arrive On Green 0.10 0.39 0.39 0.26 0.54 0.54 0.13 0.13 0.00 0.13 0.13 0.00 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 749 714 1422 708 819 1422 Grp Volume(v), veh/h 67 834 161 426 458 40 114 0 0 66 0 0 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1464 0 1422 1527 0 1422 Q Serve(g_s), s 3.1 16.9 6.1 20.0 5.9 1.0 2.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.1 16.9 6.1 20.0 5.9 1.0 5.5 0.0 0.0 2.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.59 1.00 0.56 1.00
Lane Grp Cap(c), veh/h 157 1231 549 410 1736 774 258 0 264 0 V/C Ratio(X) 0.43 0.68 0.29 1.04 0.26 0.05 0.44 0.00 0.25 0.00 Avail Cap(c_a), veh/h 1026 2047 913 410 2047 913 618 0 624 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.0 19.9 16.5 28.9 9.4 8.3 32.0 0.0 0.0 31.0 0.0 0.0 Incr Delay (d2), s/veh 3.9 1.4 0.6 54.6 0.2 0.1 4.3 0.0 0.0 1.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.7 1.9 12.9 1.6 0.3 2.2 0.0 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 21.3 17.2 83.5 9.6 8.4 36.3 0.0 0.0 32.7 0.0 0.0 LnGrp LOS D C B F A A D A C A
Approach Vol, veh/h 1062 924 114 A 66 A
Approach Delay, s/veh 21.6 43.6 36.3 32.7
Approach LOS CDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.0 36.1 15.8 13.7 48.4 15.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 50.0 30.0 50.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 22.0 18.9 4.8 5.1 7.9 7.5
Green Ext Time (p_c), s 0.0 11.1 0.5 0.5 5.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Tracy 2020 TMP Existing
100: CHRISMAN & SCHULTE ROAD Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 65
Intersection
Int Delay, s/veh 79.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 133 68 168 673 544 201
Future Vol, veh/h 133 68 168 673 544 201
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 190 - - -
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 145 74 183 732 591 218

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1798 700 809 0 - 0
Stage 1 700 -----
Stage 2 1098 -----
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 ~ 87 438 812 - - -
Stage 1 491 -----
Stage 2 318 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 67 438 812 - - -
Mov Cap-2 Maneuver ~ 67 -----
Stage 1 381 -----
Stage 2 318 -----

Approach EB NB SB
HCM Control Delay, s$ 700.2 2.1 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 812 - 94 - -
HCM Lane V/C Ratio 0.225 - 2.324 - -
HCM Control Delay (s) 10.7 -$ 700.2 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.9 - 19.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Tracy 2020 TMP Existing
101: CHRISMAN & VALPICO RD. Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 66
Intersection
Intersection Delay, s/veh 17.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 184 3 98 34 31 107 101 116 2 13 108 144 Future Vol, veh/h 184 3 98 34 31 107 101 116 2 13 108 144 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Heavy Vehicles, % 333333383383
Mvmt Flow 263 4 140 49 44 153 144 166 3 19 154 206
Number of Lanes 011011110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2322
HCM Control Delay 21.3 14.5 16.7 15.8

HCM LOS C B C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 98% 0% 52% 0% 100% 0% 0%
Vol Thru, % 0% 98% 2% 0% 48% 0% 0% 100% 0%
Vol Right, % 0% 2% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 118 187 98 65 107 13 108 144
LT Vol 101 0 184 0 34 0 13 0 0
Through Vol 0 116 3 0 31 0 0 108 0
RT Vol 0 2 0 98 0 107 0 0 144
Lane Flow Rate 144 169 267 140 93 153 19 154 206
Geometry Grp 888888888
Degree of Util (X) 0.358 0.398 0.641 0.288 0.23 0.337 0.046 0.361 0.436 Departure Headway (Hd) 8.94 8.5 8.637 7.418 8.915 7.927 8.858 8.431 7.623 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 403 423 419 486 403 454 406 429 473
Service Time 6.692 6.251 6.355 5.137 6.667 5.679 6.578 6.151 5.343 HCM Lane V/C Ratio 0.357 0.4 0.637 0.288 0.231 0.337 0.047 0.359 0.436 HCM Control Delay 16.6 16.8 25.6 13.1 14.3 14.7 12 15.8 16.1 HCM Lane LOS C C D BBBBCC
HCM 95th-tile Q 1.6 1.9 4.3 1.2 0.9 1.5 0.1 1.6 2.2
Tracy 2020 TMP Existing
102: Paradise Rd & Arbor Ave Timing Plan: PM
HCM 6th TWSC Synchro 10 Report
Kimley-Horn Page 67
Intersection
Int Delay, s/veh 5.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 29 46 30 6 10
Future Vol, veh/h 11 29 46 30 6 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 90 90 90 90 90 90
Heavy Vehicles, % 3 33333
Mvmt Flow 12 32 51 33 7 11

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 148 13 18 0 - 0
Stage 1 13 -----
Stage 2 135 -----
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 842 1064 1592 - - -
Stage 1 1007 -----
Stage 2 889 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 814 1064 1592 - - -
Mov Cap-2 Maneuver 814 -----
Stage 1 974 -----
Stage 2 889 -----

Approach EB NB SB
HCM Control Delay, s 8.8 4.4 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1592 - 981 - -
HCM Lane V/C Ratio 0.032 - 0.045 - -
HCM Control Delay (s) 7.3 0 8.8 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
Tracy 2020 TMP Existing
105: Paradise Rd & Pescadero Ave Timing Plan: PM
HCM 6th AWSC Synchro 10 Report
Kimley-Horn Page 68
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 58 48 20 25 7
Future Vol, veh/h 2 58 48 20 25 7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles, % 15 15 15 15 15 15
Mvmt Flow 2 64 53 22 28 8
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.4 8.4 7.9

HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 78%
Vol Right, % 0% 0% 0% 100% 22%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 48 20 2 58 32
L T V o l 4 80200
Through Vol 0 20 0 0 25
RT Vol 0 0 0 58 7
Lane Flow Rate 53 22 2 64 36
Geometry Grp 77774
Degree of Util (X) 0.08 0.03 0.003 0.078 0.045
Departure Headway (Hd) 5.39 4.889 5.55 4.348 4.596
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 662 729 649 829 770
Service Time 3.141 2.64 3.25 2.048 2.675
HCM Lane V/C Ratio 0.08 0.03 0.003 0.077 0.047
HCM Control Delay 8.6 7.8 8.3 7.4 7.9
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.3 0.1 0 0.3 0.1
Tracy 2020 TMP Existing
106: PARADISE RD & GRANT LINE RD Timing Plan: PM
HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn Page 69
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 541 8 143 400 52 13 4 253 208 3 2 Future Volume (veh/h) 5 541 8 143 400 52 13 4 253 208 3 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 5 588 9 155 435 57 14 4 275 226 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 17 714 319 186 935 122 16 5 312 268 4 2
Arrive On Green 0.01 0.22 0.22 0.12 0.33 0.33 0.23 0.23 0.23 0.17 0.17 0.17 Sat Flow, veh/h 1598 3188 1422 1598 2835 370 68 20 1344 1563 21 14 Grp Volume(v), veh/h 5 588 9 155 243 249 293 0 0 231 0 0 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1611 1432 0 0 1597 0 0 Q Serve(g_s), s 0.3 15.8 0.4 8.5 10.8 11.0 17.7 0.0 0.0 12.6 0.0 0.0 Cycle Q Clear(g_c), s 0.3 15.8 0.4 8.5 10.8 11.0 17.7 0.0 0.0 12.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.23 0.05 0.94 0.98 0.01
Lane Grp Cap(c), veh/h 17 714 319 186 526 531 333 0 0 274 0 0 V/C Ratio(X) 0.30 0.82 0.03 0.84 0.46 0.47 0.88 0.00 0.00 0.84 0.00 0.00 Avail Cap(c_a), veh/h 712 1420 633 356 526 531 590 0 0 712 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.1 33.1 27.2 38.8 23.8 23.8 33.3 0.0 0.0 36.0 0.0 0.0 Incr Delay (d2), s/veh 3.7 0.9 0.0 3.7 0.2 0.2 3.0 0.0 0.0 2.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.8 0.1 3.4 3.8 3.9 6.2 0.0 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.8 34.1 27.2 42.6 24.0 24.1 36.3 0.0 0.0 38.8 0.0 0.0 LnGrp LOS D CCDCCDAADAA
Approach Vol, veh/h 602 647 293 231
Approach Delay, s/veh 34.1 28.5 36.3 38.8
Approach LOS CCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.4 26.1 26.9 6.9 35.6 20.4
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 20.0 40.0 37.0 40.0 22.0 40.0 Max Q Clear Time (g_c+I1), s 10.5 17.8 19.7 2.3 13.0 14.6 Green Ext Time (p_c), s 0.1 2.4 1.1 0.0 1.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Tracy 2020 TMP Existing
76: TRACY BLVD & W 6th St Timing Plan: PM
HCM Signalized Intersection Capacity Analysis Synchro 10 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 5 15 207 8 117 4 817 110 67 1094 4 Future Volume (vph) 0 5 15 207 8 117 4 817 110 67 1094 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frt 0.90 0.95 1.00 0.98 1.00 1.00
Flt Protected 1.00 0.97 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1655 1704 1752 3442 1752 3503
Flt Permitted 1.00 0.80 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1655 1402 1752 3442 1752 3503
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 5 16 225 9 127 4 888 120 73 1189 4
RTOR Reduction (vph) 0 14 0 0 18 0080000
Lane Group Flow (vph) 0700 3 4 304 1000 0 73 1193 0
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 14.5 35.1 1.6 44.7 16.2 59.3
Effective Green, g (s) 14.5 35.1 1.6 44.7 16.2 59.3
Actuated g/C Ratio 0.13 0.32 0.01 0.41 0.15 0.54
Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 5.0
Vehicle Extension (s) 2.0 2.5 1.0 3.0 1.0 3.0
Lane Grp Cap (vph) 218 447 25 1398 258 1888
v/s Ratio Prot 0.00 0.00 c0.29 0.04 c0.34
v/s Ratio Perm c0.24
v/c Ratio 0.03 0.77 0.16 0.72 0.28 0.63
Uniform Delay, d1 41.6 33.8 53.5 27.3 41.7 17.7
Progression Factor 1.00 1.00 1.00 1.00 1.58 2.25
Incremental Delay, d2 0.0 7.4 1.1 3.2 0.2 1.2
Delay (s) 41.7 41.1 54.6 30.5 65.9 41.1
Level of Service D D D C E D
Approach Delay (s) 41.7 41.1 30.6 42.5
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 37.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Tracy 2020 TMP Existing
98: Chrisman Rd & Grant Line Rd Timing Plan: PM
HCM Signalized Intersection Capacity Analysis Synchro 10 Report Kimley-Horn Page 1
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 477 39 68 307 96 37
Future Volume (vph) 0 477 39 68 307 96 37
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 6.0 6.0 6.0
Lane Util. Factor 0.91 1.00 0.91 1.00 1.00
Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4459 1570 4510 1570 1404
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4459 1570 4510 1570 1404
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 0 596 49 85 384 120 46
RTOR Reduction (vph) 0 13 0000 4 1
Lane Group Flow (vph) 0 632 0 85 384 120 5
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15%
Turn Type Prot NA Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 8
Actuated Green, G (s) 15.5 5.5 27.0 5.2 5.2
Effective Green, g (s) 15.5 5.5 27.0 5.2 5.2
Actuated g/C Ratio 0.35 0.12 0.61 0.12 0.12
Clearance Time (s) 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s) 2.0 3.0 2.0 1.0 1.0
Lane Grp Cap (vph) 1563 195 2754 184 165
v/s Ratio Prot c0.14 c0.05 0.09 c0.08
v/s Ratio Perm 0.00
v/c Ratio 0.40 0.44 0.14 0.65 0.03
Uniform Delay, d1 10.9 17.9 3.7 18.6 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.6 0.0 6.2 0.0
Delay (s) 10.9 19.5 3.7 24.8 17.3
Level of Service B B A C B
Approach Delay (s) 10.9 6.5 22.7
Approach LOS B A C
Intersection Summary
HCM 2000 Control Delay 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 44.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
Tracy Transportation Master Plan Update Future 2042
1: International Pkwy & I-205 WB On-Ramp AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 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 1020 0 217 0 755 74 0 971 1240 Future Volume (veh/h) 0 0 0 1020 0 217 0 755 74 0 971 1240 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 0 1678 1678 0 1678 1678 Adj Flow Rate, veh/h 1020 0 0 0 755 0 0 971 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, % 15 15 15 0 15 15 0 15 15
Cap, veh/h 1324 0 0 1866 0 3378
Arrive On Green 0.28 0.00 0.00 0.00 0.19 0.00 0.00 0.59 0.00 Sat Flow, veh/h 4793 0 2844 0 3272 2502 0 6006 1422
Grp Volume(v), veh/h 1020 0 0 0 755 0 0 971 0
Grp Sat Flow(s),veh/h/ln 1598 0 1422 0 1594 1251 0 1443 1422 Q Serve(g_s), s 13.7 0.0 0.0 0.0 14.5 0.0 0.0 5.9 0.0
Cycle Q Clear(g_c), s 13.7 0.0 0.0 0.0 14.5 0.0 0.0 5.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1324 0 0 1866 0 3378
V/C Ratio(X) 0.77 0.00 0.00 0.40 0.00 0.29
Avail Cap(c_a), veh/h 2191 0 0 1866 0 3378
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.91 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.3 0.0 0.0 0.0 17.6 0.0 0.0 7.2 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.0 0.6 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 4.6 0.0 0.0 0.0 6.1 0.0 0.0 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 0.0 0.0 18.2 0.0 0.0 7.3 0.0 LnGrp LOS C A A B A A
Approach Vol, veh/h 1020 A 755 A 971 A
Approach Delay, s/veh 23.9 18.2 7.3
Approach LOS C B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 46.7 46.7 23.3
Change Period (Y+Rc), s 5.7 5.7 5.1
Max Green Setting (Gmax), s 28.3 28.3 30.9
Max Q Clear Time (g_c+I1), s 16.5 7.9 15.7
Green Ext Time (p_c), s 2.6 4.2 2.5
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 485 0 294 0000 3 4 6 3 8 50 1837 155 Future Volume (veh/h) 485 0 294 0000 3 4 6 3 8 50 1837 155 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 1678 Adj Flow Rate, veh/h 576 0 196 0 346 0 0 1837 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, % 15 15 15 0 15 15 0 15 15
Cap, veh/h 657 0 292 0 2932 0 2932
Arrive On Green 0.21 0.00 0.21 0.00 0.64 0.00 0.00 0.64 0.00 Sat Flow, veh/h 3196 0 1422 0 4731 2502 0 4731 1422
Grp Volume(v), veh/h 576 0 196 0 346 0 0 1837 0
Grp Sat Flow(s),veh/h/ln1598 0 1422 0 1527 1251 0 1527 1422 Q Serve(g_s), s 12.2 0.0 8.9 0.0 2.1 0.0 0.0 16.9 0.0
Cycle Q Clear(g_c), s 12.2 0.0 8.9 0.0 2.1 0.0 0.0 16.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 657 0 292 0 2932 0 2932
V/C Ratio(X) 0.88 0.00 0.67 0.00 0.12 0.00 0.63
Avail Cap(c_a), veh/h 1000 0 445 0 2932 0 2932
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 0.87 0.00 Uniform Delay (d), s/veh 26.9 0.0 25.6 0.0 4.9 0.0 0.0 7.6 0.0 Incr Delay (d2), s/veh 4.0 0.0 1.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 4.8 0.0 2.9 0.0 0.5 0.0 0.0 3.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 0.0 26.6 0.0 5.0 0.0 0.0 8.5 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 772 346 A 1837 A
Approach Delay, s/veh 29.8 5.0 8.5
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.5 19.5 50.5
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 37.3 21.9 37.3
Max Q Clear Time (g_c+I1), s 4.1 14.2 18.9
Green Ext Time (p_c), s 1.4 0.2 8.9
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Notes
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 21 25 25 333 290 25 398 25 400 1341 20 Future Volume (veh/h) 25 21 25 25 333 290 25 398 25 400 1341 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 1870 1870 1870 1678 1870 1678 1870 1678 1678 1678 1678 1870 Adj Flow Rate, veh/h 25 21 25 25 333 290 25 398 25 400 1341 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, % 2 2 2 15 2 15 2 15 15 15 15 2
Cap, veh/h 39 102 91 359 925 370 76 1030 460 511 1486 739 Arrive On Green 0.02 0.06 0.06 0.22 0.26 0.26 0.02 0.32 0.32 0.16 0.47 0.47 Sat Flow, veh/h 1781 1777 1585 1598 3554 1422 3456 3188 1422 3100 3188 1585 Grp Volume(v), veh/h 25 21 25 25 333 290 25 398 25 400 1341 20 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1598 1777 1422 1728 1594 1422 1550 1594 1585 Q Serve(g_s), s 1.0 0.8 1.1 0.9 5.3 13.2 0.5 6.7 0.4 8.6 27.0 0.4 Cycle Q Clear(g_c), s 1.0 0.8 1.1 0.9 5.3 13.2 0.5 6.7 0.4 8.6 27.0 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 39 102 91 359 925 370 76 1030 460 511 1486 739 V/C Ratio(X) 0.64 0.21 0.27 0.07 0.36 0.78 0.33 0.39 0.05 0.78 0.90 0.03 Avail Cap(c_a), veh/h 128 459 410 413 1581 633 198 1030 460 801 1556 774 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 33.8 31.3 31.4 21.3 21.0 23.9 33.6 18.2 4.0 27.9 17.1 5.6 Incr Delay (d2), s/veh 15.9 1.0 1.6 0.1 0.2 3.7 2.5 0.2 0.0 2.7 7.5 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 0.6 0.4 0.4 0.3 2.1 4.5 0.2 2.2 0.3 3.1 9.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 32.3 33.1 21.3 21.3 27.6 36.0 18.5 4.1 30.6 24.7 5.6 LnGrp LOS DCCCCCDBACCA
Approach Vol, veh/h 71 648 448 1761
Approach Delay, s/veh 38.7 24.1 18.6 25.8
Approach LOS D C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.5 26.5 19.7 8.0 5.5 36.5 5.5 22.1 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 20.0 18.0 18.0 4.0 34.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 10.6 8.7 2.9 3.1 2.5 29.0 3.0 15.2 Green Ext Time (p_c), s 0.9 1.8 0.0 0.1 0.0 3.5 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
4: International Pkwy & Promontory Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 33 29 485 25 20 143 394 189 319 1002 20 Future Volume (veh/h) 20 33 29 485 25 20 143 394 189 319 1002 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 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 20 33 29 485 25 20 143 394 189 319 1002 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 293 91 77 586 101 85 175 625 279 910 1211 540 Arrive On Green 0.18 0.05 0.05 0.19 0.06 0.06 0.11 0.20 0.20 0.29 0.38 0.38 Sat Flow, veh/h 1598 1678 1422 3100 1678 1422 1598 3188 1422 3100 3188 1422 Grp Volume(v), veh/h 20 33 29 485 25 20 143 394 189 319 1002 20 Grp Sat Flow(s),veh/h/ln 1598 1678 1422 1550 1678 1422 1598 1594 1422 1550 1594 1422 Q Serve(g_s), s 0.7 1.3 0.7 10.0 0.9 0.9 5.8 7.6 8.2 5.4 18.9 0.3 Cycle Q Clear(g_c), s 0.7 1.3 0.7 10.0 0.9 0.9 5.8 7.6 8.2 5.4 18.9 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 293 91 77 586 101 85 175 625 279 910 1211 540 V/C Ratio(X) 0.07 0.36 0.38 0.83 0.25 0.23 0.82 0.63 0.68 0.35 0.83 0.04 Avail Cap(c_a), veh/h 293 453 384 698 705 598 216 1397 623 910 1445 644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 22.5 30.4 9.6 26.0 29.9 29.9 29.0 24.6 24.8 18.5 18.7 2.7 Incr Delay (d2), s/veh 0.1 2.4 3.0 7.1 1.3 1.4 17.6 1.1 2.9 0.2 3.5 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 0.3 0.6 0.5 3.9 0.4 0.3 2.9 2.6 2.7 1.7 6.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.6 32.8 12.6 33.0 31.1 31.2 46.6 25.6 27.7 18.8 22.2 2.8 LnGrp LOS C C B CCCDCCBCA
Approach Vol, veh/h 82 530 726 1341
Approach Delay, s/veh 23.2 32.9 30.3 21.1
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 31.1 16.6 7.6 23.6 18.9 16.2 8.0 Change Period (Y+Rc), s 4.0 5.8 4.0 4.0 4.0 5.8 4.0 4.0 Max Green Setting (Gmax), s 9.0 30.2 15.0 18.0 10.0 29.2 5.0 28.0 Max Q Clear Time (g_c+I1), s 7.8 20.9 12.0 3.3 7.4 10.2 2.7 2.9 Green Ext Time (p_c), s 0.0 4.4 0.6 0.2 0.3 2.8 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
5: Mountain House Parkway/International Pkwy & Old Schulte Road AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 20 219 698 42 162 130 398 546 109 1221 25 Future Volume (veh/h) 32 20 219 698 42 162 130 398 546 109 1221 25 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 1324 883 1589 1324 1060 1589 1324 1060 1589 1324 Adj Flow Rate, veh/h 32 20 219 698 42 162 130 398 546 109 1221 25 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 61 302 311 308 505 434 89 1098 1092 134 1040 455 Arrive On Green 0.06 0.19 0.19 0.19 0.32 0.32 0.09 0.36 0.36 0.07 0.34 0.34 Sat Flow, veh/h 1009 1589 1122 1631 1589 1122 1009 3020 1976 1958 3020 1122 Grp Volume(v), veh/h 32 20 219 698 42 162 130 398 546 109 1221 25 Grp Sat Flow(s),veh/h/ln1009 1589 1122 816 1589 1122 1009 1510 988 979 1510 1122 Q Serve(g_s), s 4.6 1.5 25.9 28.0 2.7 15.3 13.0 14.3 25.3 8.1 51.0 2.0 Cycle Q Clear(g_c), s 4.6 1.5 25.9 28.0 2.7 15.3 13.0 14.3 25.3 8.1 51.0 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 61 302 311 308 505 434 89 1098 1092 134 1040 455 V/C Ratio(X) 0.52 0.07 0.70 2.26 0.08 0.37 1.47 0.36 0.50 0.81 1.17 0.05 Avail Cap(c_a), veh/h 68 322 326 308 515 441 89 1098 1092 185 1040 455 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.5 49.2 48.0 60.0 35.4 32.6 67.5 34.5 20.5 68.1 48.5 26.8 Incr Delay (d2), s/veh 6.7 0.1 6.3 578.6 0.1 0.5 261.7 0.2 0.4 17.3 88.7 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 1.3 0.6 7.7 30.5 1.1 4.2 9.7 5.2 5.7 2.3 31.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.2 49.3 54.4 638.6 35.4 33.1 329.2 34.7 20.8 85.4 137.2 26.8 LnGrp LOS E D D F D C F C C F F C
Approach Vol, veh/h 271 902 1074 1355
Approach Delay, s/veh 56.3 501.8 63.3 131.0
Approach LOS E F E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 17.1 60.9 35.0 35.1 20.0 58.0 16.0 54.1 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 14.0 50.0 28.0 30.0 13.0 51.0 10.0 48.0 Max Q Clear Time (g_c+I1), s 10.1 27.3 30.0 27.9 15.0 53.0 6.6 17.3 Green Ext Time (p_c), s 0.1 4.7 0.0 0.2 0.0 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 198.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

SimTraffic Performance Report
Future 2042 09/01/2021
AM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 1
6: SB Mountain House Parkway & NB Mountain House Parkway Performance by movement Movement EBT SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.9 3.9 4.8
Total Del/Veh (s) 18.7 13.3 14.0
Vehicles Entered 171 1058 1229
Vehicles Exited 169 1057 1226
Hourly Exit Rate 169 1057 1226
Input Volume 181 1051 1232
% of Volume 93 101 100
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
603: I-580 WB Off Ramp & NB Mountain House Parkway Performance by movement Movement EBL NBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.2 2.4 2.6
Total Del/Veh (s) 4.0 9.7 8.8
Vehicles Entered 169 879 1048
Vehicles Exited 170 882 1052
Hourly Exit Rate 170 882 1052
Input Volume 181 893 1074
% of Volume 94 99 98
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
607: SB Mountain House Parkway & I-580 WB Off Ramp Performance by movement Movement WBL SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 5.7 1.9 7.6
Total Del/Veh (s) 25.5 6.4 14.7
Vehicles Entered 803 1057 1860
Vehicles Exited 800 1055 1855
Hourly Exit Rate 800 1055 1855
Input Volume 794 1051 1845
% of Volume 101 100 101
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
SimTraffic Performance Report
Future 2042 09/01/2021
AM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 2
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s)
Total Delay (hr) 15.0
Total Del/Veh (s) 13.0
Vehicles Entered 4151
Vehicles Exited 4151
Hourly Exit Rate 4151
Input Volume 4151
% of Volume 100
Denied Entry Before 0
Denied Entry After 0
SimTraffic Performance Report
Future 2042 09/01/2021
AM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 1
7: NB Mountain House Parkway & SB Mountain House Parkway Performance by movement Movement WBT NBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 4.5 0.1 4.5
Total Del/Veh (s) 12.4 10.4 12.4
Vehicles Entered 1287 19 1306
Vehicles Exited 1290 19 1309
Hourly Exit Rate 1290 19 1309
Input Volume 1259 25 1284
% of Volume 102 76 102
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
701: NB Mountain House Parkway & I-580 EB Off Ramp Performance by movement Movement EBT NBR All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.3 0.1 0.4
Total Del/Veh (s) 6.7 11.2 7.2
Vehicles Entered 180 19 199
Vehicles Exited 181 19 200
Hourly Exit Rate 181 19 200
Input Volume 181 25 206
% of Volume 100 76 97
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
705: SB Mountain House Parkway & I-580 EB Off Ramp Performance by movement Movement WBL SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 2.5 0.1 2.6
Total Del/Veh (s) 6.9 16.6 7.1
Vehicles Entered 1290 25 1315
Vehicles Exited 1285 25 1310
Hourly Exit Rate 1285 25 1310
Input Volume 1259 25 1284
% of Volume 102 100 102
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
SimTraffic Performance Report
Future 2042 09/01/2021
AM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 2
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s)
Total Delay (hr) 7.5
Total Del/Veh (s) 9.7
Vehicles Entered 2774
Vehicles Exited 2774
Hourly Exit Rate 2774
Input Volume 2774
% of Volume 100
Denied Entry Before 0
Denied Entry After 0
Tracy Transportation Master Plan Update Future 2042
8: Hansen Rd/Hansen Road & Capital Parks Dr AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 396 25 300 459 25 21 32 232 25 266 169 Future Volume (veh/h) 25 396 25 300 459 25 21 32 232 25 266 169 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 25 396 25 300 459 25 21 32 232 25 266 169 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, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 40 667 298 298 862 47 34 553 469 40 320 203
Arrive On Green 0.02 0.20 0.20 0.09 0.27 0.27 0.02 0.32 0.32 0.02 0.32 0.32 Sat Flow, veh/h 1668 3328 1485 3237 3210 174 1668 1752 1485 1668 1001 636 Grp Volume(v), veh/h 25 396 25 300 237 247 21 32 232 25 0 435 Grp Sat Flow(s),veh/h/ln1668 1664 1485 1618 1664 1720 1668 1752 1485 1668 0 1637 Q Serve(g_s), s 0.6 4.7 0.6 4.0 5.3 5.3 0.5 0.6 5.5 0.6 0.0 10.7 Cycle Q Clear(g_c), s 0.6 4.7 0.6 4.0 5.3 5.3 0.5 0.6 5.5 0.6 0.0 10.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 40 667 298 298 447 462 34 553 469 40 0 523 V/C Ratio(X) 0.63 0.59 0.08 1.01 0.53 0.53 0.61 0.06 0.49 0.63 0.00 0.83 Avail Cap(c_a), veh/h 153 1377 614 298 689 712 153 725 614 153 0 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.0 15.8 14.1 19.7 13.6 13.6 21.1 10.4 12.1 21.0 0.0 13.7 Incr Delay (d2), s/veh 14.9 0.8 0.1 54.2 1.0 1.0 16.2 0.0 0.8 14.9 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.6 0.2 3.6 1.8 1.8 0.3 0.2 1.6 0.4 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 16.6 14.3 73.9 14.6 14.5 37.4 10.4 12.9 35.9 0.0 20.6 LnGrp LOS D B B F B B D B B D A C
Approach Vol, veh/h 446 784 285 460
Approach Delay, s/veh 17.6 37.3 14.4 21.4
Approach LOS B D B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 17.7 8.0 12.7 4.9 17.9 5.0 15.7 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 7.5 6.0 6.7 2.5 12.7 2.6 7.3 Green Ext Time (p_c), s 0.0 0.6 0.0 2.0 0.0 1.2 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
9: Hansen Rd & Promontory Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 382 134 180 239 137 150 175 78 146 285 161 Future Volume (veh/h) 25 382 134 180 239 137 150 175 78 146 285 161 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 1752 Adj Flow Rate, veh/h 25 382 134 180 239 137 150 175 78 146 285 161 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, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 49 658 293 225 1011 451 189 669 298 184 659 294 Arrive On Green 0.03 0.20 0.20 0.14 0.30 0.30 0.11 0.20 0.20 0.11 0.20 0.20 Sat Flow, veh/h 1668 3328 1482 1668 3328 1485 1668 3328 1482 1668 3328 1482 Grp Volume(v), veh/h 25 382 134 180 239 137 150 175 78 146 285 161 Grp Sat Flow(s),veh/h/ln1668 1664 1482 1668 1664 1485 1668 1664 1482 1668 1664 1482 Q Serve(g_s), s 0.8 5.4 4.1 5.4 2.8 3.7 4.6 2.3 2.3 4.4 3.9 5.1 Cycle Q Clear(g_c), s 0.8 5.4 4.1 5.4 2.8 3.7 4.6 2.3 2.3 4.4 3.9 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 49 658 293 225 1011 451 189 669 298 184 659 294 V/C Ratio(X) 0.51 0.58 0.46 0.80 0.24 0.30 0.80 0.26 0.26 0.79 0.43 0.55 Avail Cap(c_a), veh/h 161 2018 899 353 2402 1072 289 1922 856 289 1922 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 18.9 18.4 21.8 13.6 13.9 22.5 17.5 17.5 22.5 18.3 18.7 Incr Delay (d2), s/veh 8.2 0.8 1.1 6.8 0.1 0.4 8.4 0.2 0.5 7.8 0.4 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 0.4 1.8 1.3 2.2 0.8 1.0 2.0 0.8 0.7 1.9 1.3 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 19.7 19.5 28.6 13.7 14.3 30.8 17.7 18.0 30.4 18.7 20.3 LnGrp LOS C B B C B B C B B C B C
Approach Vol, veh/h 541 556 403 592
Approach Delay, s/veh 20.3 18.7 22.6 22.0
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 15.0 9.7 16.2 5.5 20.5 9.9 16.1 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 11.0 * 32 9.0 30.0 5.0 * 38 9.0 30.0 Max Q Clear Time (g_c+I1), s 7.4 7.4 6.4 4.3 2.8 5.7 6.6 7.1 Green Ext Time (p_c), s 0.1 2.7 0.1 1.2 0.0 1.9 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay 20.8
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 321 176 65 471 105 121 120 63 75 320 204 Future Volume (veh/h) 178 321 176 65 471 105 121 120 63 75 320 204 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 178 321 176 65 471 105 121 120 63 75 320 204 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 198 787 351 141 673 300 173 534 264 150 409 346 Arrive On Green 0.12 0.25 0.25 0.09 0.21 0.21 0.11 0.26 0.26 0.09 0.24 0.24 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 1598 2064 1023 1598 1678 1422 Grp Volume(v), veh/h 178 321 176 65 471 105 121 91 92 75 320 204 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1598 1594 1494 1598 1678 1422 Q Serve(g_s), s 8.4 6.5 8.2 3.0 10.5 4.8 5.6 3.4 3.7 3.4 13.7 9.7 Cycle Q Clear(g_c), s 8.4 6.5 8.2 3.0 10.5 4.8 5.6 3.4 3.7 3.4 13.7 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 198 787 351 141 673 300 173 412 386 150 409 346 V/C Ratio(X) 0.90 0.41 0.50 0.46 0.70 0.35 0.70 0.22 0.24 0.50 0.78 0.59 Avail Cap(c_a), veh/h 198 1343 599 223 1393 621 188 657 616 238 744 630 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 33.1 24.2 24.8 33.2 28.0 25.8 33.0 22.4 22.5 33.0 27.1 25.6 Incr Delay (d2), s/veh 37.4 0.5 1.6 2.4 1.9 1.0 9.9 0.4 0.4 2.6 4.7 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 2.3 2.7 1.2 3.8 1.6 2.5 1.2 1.2 1.3 5.5 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.5 24.7 26.4 35.6 29.9 26.8 42.9 22.7 22.9 35.6 31.8 27.9 LnGrp LOS E CCDCCDCCDCC
Approach Vol, veh/h 675 641 304 599
Approach Delay, s/veh 37.2 30.0 30.8 30.9
Approach LOS DCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.2 25.4 12.7 25.3 16.0 22.7 13.8 24.2 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 10.7 32.3 11.4 31.6 9.5 33.5 9.0 34.0 Max Q Clear Time (g_c+I1), s 5.0 10.2 5.4 5.7 10.4 12.5 7.6 15.7 Green Ext Time (p_c), s 0.1 3.2 0.1 1.0 0.0 3.7 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 32.5
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 575 25 502 603 70 25 125 229 20 192 154 Future Volume (veh/h) 50 575 25 502 603 70 25 125 229 20 192 154 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 50 575 25 502 603 70 25 125 229 20 192 154 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, % 2 22222222222
Cap, veh/h 73 878 392 639 1389 620 42 376 319 35 368 312 Arrive On Green 0.04 0.25 0.25 0.18 0.39 0.39 0.02 0.20 0.20 0.02 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 50 575 25 502 603 70 25 125 229 20 192 154 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1728 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.3 6.7 0.6 6.4 5.7 1.3 0.6 2.6 6.2 0.5 4.2 4.0 Cycle Q Clear(g_c), s 1.3 6.7 0.6 6.4 5.7 1.3 0.6 2.6 6.2 0.5 4.2 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 73 878 392 639 1389 620 42 376 319 35 368 312 V/C Ratio(X) 0.68 0.65 0.06 0.79 0.43 0.11 0.59 0.33 0.72 0.57 0.52 0.49 Avail Cap(c_a), veh/h 232 1389 620 675 1621 723 155 731 620 155 731 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 21.8 15.6 13.3 17.9 10.3 8.9 22.3 15.8 17.2 22.4 16.6 16.5 Incr Delay (d2), s/veh 10.7 0.8 0.1 5.8 0.2 0.1 12.4 0.5 3.0 13.9 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.4 0.2 2.7 1.8 0.4 0.4 1.0 2.2 0.3 1.7 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 16.4 13.3 23.7 10.5 9.0 34.7 16.3 20.2 36.3 17.7 17.7 LnGrp LOS C B B C B A C B C D B B
Approach Vol, veh/h 650 1175 379 366
Approach Delay, s/veh 17.5 16.1 19.9 18.7
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 13.3 12.5 15.4 5.1 13.1 5.9 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 4.0 18.0 9.0 18.0 4.0 18.0 6.0 21.0 Max Q Clear Time (g_c+I1), s 2.5 8.2 8.4 8.7 2.6 6.2 3.3 7.7 Green Ext Time (p_c), s 0.0 1.0 0.1 2.7 0.0 1.2 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
13: Pavillion Pkwy & Old Schulte Rd/Old Schulte Road AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 350 25 25 376 31 31 42 25 55 26 166 Future Volume (veh/h) 25 350 25 25 376 31 31 42 25 55 26 166 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 350 25 25 376 31 31 42 25 55 26 166 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, % 2 22222222222
Cap, veh/h 44 519 37 44 513 42 53 602 510 444 327 277
Arrive On Green 0.02 0.30 0.30 0.02 0.30 0.30 0.03 0.32 0.32 0.17 0.17 0.17 Sat Flow, veh/h 1781 1725 123 1781 1705 141 1781 1870 1585 1334 1870 1585 Grp Volume(v), veh/h 25 0 375 25 0 407 31 42 25 55 26 166 Grp Sat Flow(s),veh/h/ln1781 0 1848 1781 0 1845 1781 1870 1585 1334 1870 1585 Q Serve(g_s), s 0.5 0.0 6.1 0.5 0.0 6.7 0.6 0.5 0.4 1.2 0.4 3.3 Cycle Q Clear(g_c), s 0.5 0.0 6.1 0.5 0.0 6.7 0.6 0.5 0.4 1.2 0.4 3.3 Prop In Lane 1.00 0.07 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 0 556 44 0 555 53 602 510 444 327 277 V/C Ratio(X) 0.57 0.00 0.67 0.57 0.00 0.73 0.58 0.07 0.05 0.12 0.08 0.60 Avail Cap(c_a), veh/h 209 0 977 209 0 975 209 1428 1210 917 989 838 HCM Platoon Ratio 1.00 1.00 1.00 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 16.4 0.0 10.4 16.4 0.0 10.7 16.3 8.0 8.0 12.1 11.8 13.0 Incr Delay (d2), s/veh 11.0 0.0 1.4 11.0 0.0 1.9 9.7 0.0 0.0 0.1 0.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.7 0.3 0.0 1.9 0.3 0.2 0.1 0.3 0.1 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.4 0.0 11.9 27.4 0.0 12.6 26.0 8.1 8.0 12.2 11.9 15.0 LnGrp LOS C A B C A B C AABBB
Approach Vol, veh/h 400 432 98 247
Approach Delay, s/veh 12.8 13.4 13.7 14.1
Approach LOS BBBB
Timer - Assigned Phs 2345678
Phs Duration (G+Y+Rc), s 15.0 4.8 14.2 5.0 9.9 4.8 14.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 26.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 2.5 8.1 2.6 5.3 2.5 8.7 Green Ext Time (p_c), s 0.2 0.0 1.4 0.0 0.7 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
14: Hansen Rd & Pavillion Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 13
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 20 541 407 71 25 25
Future Volume (veh/h) 20 541 407 71 25 25
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 541 407 71 25 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 37 1039 599 105 264 235
Arrive On Green 0.02 0.56 0.39 0.39 0.15 0.15
Sat Flow, veh/h 1781 1870 1551 271 1781 1585
Grp Volume(v), veh/h 20 541 0 478 25 25
Grp Sat Flow(s),veh/h/ln1781 1870 0 1822 1781 1585
Q Serve(g_s), s 0.3 4.9 0.0 5.9 0.3 0.4
Cycle Q Clear(g_c), s 0.3 4.9 0.0 5.9 0.3 0.4
Prop In Lane 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 37 1039 0 704 264 235
V/C Ratio(X) 0.54 0.52 0.00 0.68 0.09 0.11
Avail Cap(c_a), veh/h 264 2010 0 1418 1188 1057
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.1 3.8 0.0 6.9 9.9 9.9
Incr Delay (d2), s/veh 11.9 0.4 0.0 1.2 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 0.2 0.4 0.0 1.3 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 4.2 0.0 8.0 10.1 10.1
LnGrp LOS C AAABB
Approach Vol, veh/h 561 478 50
Approach Delay, s/veh 4.9 8.0 10.1
Approach LOS A A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 19.0 8.0 4.6 14.4
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 6.9 2.4 2.3 7.9
Green Ext Time (p_c), s 3.6 0.1 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
15: Commerce Way & Capital Parks Dr AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 409 361 25 25 493 214 25 198 25 25 160 658 Future Volume (veh/h) 409 361 25 25 493 214 25 198 25 25 160 658 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 409 361 25 25 493 214 25 198 25 25 160 658 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, % 2 22222222222
Cap, veh/h 545 1189 82 42 775 346 42 766 95 137 550 933 Arrive On Green 0.16 0.35 0.35 0.02 0.22 0.22 0.02 0.24 0.24 0.08 0.29 0.29 Sat Flow, veh/h 3456 3373 233 1781 3554 1585 1781 3179 396 1781 1870 3170 Grp Volume(v), veh/h 409 189 197 25 493 214 25 110 113 25 160 658 Grp Sat Flow(s),veh/h/ln1728 1777 1828 1781 1777 1585 1781 1777 1799 1781 1870 1585 Q Serve(g_s), s 5.9 4.0 4.1 0.7 6.6 6.4 0.7 2.6 2.7 0.7 3.4 9.6 Cycle Q Clear(g_c), s 5.9 4.0 4.1 0.7 6.6 6.4 0.7 2.6 2.7 0.7 3.4 9.6 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 545 626 645 42 775 346 42 428 433 137 550 933 V/C Ratio(X) 0.75 0.30 0.30 0.60 0.64 0.62 0.60 0.26 0.26 0.18 0.29 0.71 Avail Cap(c_a), veh/h 662 783 806 171 1226 547 171 613 620 614 1111 1883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 12.2 12.3 25.2 18.5 18.4 25.2 16.0 16.0 22.6 14.2 16.4 Incr Delay (d2), s/veh 3.9 0.3 0.3 13.2 0.9 1.8 13.2 0.3 0.3 0.6 0.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.4 1.5 0.4 2.5 2.3 0.4 1.0 1.0 0.3 1.3 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 12.5 12.5 38.5 19.4 20.2 38.5 16.3 16.4 23.2 14.5 17.4 LnGrp LOS C B B D B C D B B C B B
Approach Vol, veh/h 795 732 248 843
Approach Delay, s/veh 18.9 20.3 18.6 17.0
Approach LOS B C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.0 16.6 5.2 22.4 5.2 19.4 12.2 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 18.0 18.0 5.0 23.0 5.0 31.0 10.0 18.0 Max Q Clear Time (g_c+I1), s 2.7 4.7 2.7 6.1 2.7 11.6 7.9 8.6 Green Ext Time (p_c), s 0.0 1.0 0.0 2.0 0.0 3.7 0.3 2.8 Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
16: Road M & Capital Parks Dr AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 283 20 20 165 400 20 25 25 154 25 548 Future Volume (veh/h) 107 283 20 20 165 400 20 25 25 154 25 548 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 283 20 20 165 400 20 25 25 154 25 548 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, % 2 22222222222
Cap, veh/h 189 1066 75 34 997 445 34 243 243 214 721 611 Arrive On Green 0.05 0.32 0.32 0.02 0.28 0.28 0.02 0.28 0.28 0.12 0.39 0.39 Sat Flow, veh/h 3456 3368 237 1781 3554 1585 1781 858 858 1781 1870 1585 Grp Volume(v), veh/h 107 149 154 20 165 400 20 0 50 154 25 548 Grp Sat Flow(s),veh/h/ln1728 1777 1828 1781 1777 1585 1781 0 1716 1781 1870 1585 Q Serve(g_s), s 1.9 3.8 3.9 0.7 2.2 14.9 0.7 0.0 1.3 5.1 0.5 19.9 Cycle Q Clear(g_c), s 1.9 3.8 3.9 0.7 2.2 14.9 0.7 0.0 1.3 5.1 0.5 19.9 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 189 562 578 34 997 445 34 0 487 214 721 611 V/C Ratio(X) 0.57 0.26 0.27 0.60 0.17 0.90 0.60 0.00 0.10 0.72 0.03 0.90 Avail Cap(c_a), veh/h 281 562 578 116 1042 465 116 0 503 522 975 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 15.7 15.7 29.9 16.7 21.3 29.9 0.0 16.2 26.0 11.8 17.7 Incr Delay (d2), s/veh 2.7 0.2 0.2 15.8 0.1 19.7 15.8 0.0 0.1 4.5 0.0 10.0 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 1.5 1.5 0.4 0.8 7.5 0.4 0.0 0.5 2.3 0.2 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 15.9 15.9 45.7 16.7 40.9 45.7 0.0 16.3 30.5 11.8 27.7 LnGrp LOS C B B D B D D A B C B C
Approach Vol, veh/h 410 585 70 727
Approach Delay, s/veh 19.8 34.3 24.7 27.8
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.4 21.4 5.2 23.4 5.2 27.7 7.4 21.2 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 18.0 18.0 4.0 19.0 4.0 32.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 7.1 3.3 2.7 5.9 2.7 21.9 3.9 16.9 Green Ext Time (p_c), s 0.3 0.1 0.0 1.4 0.0 1.7 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
17: Hansen Rd & Valpico Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 16
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 20 166 311 20 197 369
Future Volume (veh/h) 20 166 311 20 197 369
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 166 311 20 197 369
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 256 228 510 432 254 1051
Arrive On Green 0.14 0.14 0.27 0.27 0.14 0.56
Sat Flow, veh/h 1781 1585 1870 1585 1781 1870
Grp Volume(v), veh/h 20 166 311 20 197 369
Grp Sat Flow(s),veh/h/ln1781 1585 1870 1585 1781 1870
Q Serve(g_s), s 0.3 2.7 3.9 0.3 2.9 2.9
Cycle Q Clear(g_c), s 0.3 2.7 3.9 0.3 2.9 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 256 228 510 432 254 1051
V/C Ratio(X) 0.08 0.73 0.61 0.05 0.78 0.35
Avail Cap(c_a), veh/h 1179 1049 1238 1049 459 1995
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 10.1 11.1 8.6 7.3 11.2 3.2
Incr Delay (d2), s/veh 0.1 4.4 1.2 0.0 5.0 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 0.1 0.9 1.1 0.1 1.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.2 15.6 9.8 7.3 16.3 3.4
LnGrp LOS B BAABA
Approach Vol, veh/h 186 331 566
Approach Delay, s/veh 15.0 9.7 7.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.9 11.4 19.3 7.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 18.0 29.0 18.0
Max Q Clear Time (g_c+I1), s 4.9 5.9 4.9 4.7
Green Ext Time (p_c), s 0.1 1.5 2.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
18: Pavillion Pkwy & Grant Line Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 17
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 388 107 25 250 450 381
Future Volume (veh/h) 388 107 25 250 450 381
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 388 107 25 250 450 381
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 509 453 44 926 675 572
Arrive On Green 0.29 0.29 0.02 0.49 0.36 0.36
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 388 107 25 250 450 381
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 7.3 1.9 0.5 2.8 7.4 7.4
Cycle Q Clear(g_c), s 7.3 1.9 0.5 2.8 7.4 7.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 509 453 44 926 675 572
V/C Ratio(X) 0.76 0.24 0.57 0.27 0.67 0.67
Avail Cap(c_a), veh/h 975 868 195 1639 1229 1041
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 11.9 10.0 17.6 5.4 9.8 9.8
Incr Delay (d2), s/veh 2.4 0.3 11.2 0.2 1.1 1.3
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 0.0 0.3 0.7 2.4 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.3 10.2 28.9 5.5 11.0 11.2
LnGrp LOS B B C A B B
Approach Vol, veh/h 495 275 831
Approach Delay, s/veh 13.4 7.7 11.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 22.1 14.4 4.9 17.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 32.0 20.0 4.0 24.0
Max Q Clear Time (g_c+I1), s 4.8 9.3 2.5 9.4
Green Ext Time (p_c), s 1.5 1.3 0.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
19: Pavillion Pkwy & Van Stosen Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 25 51 20 80 20 76 229 25 20 400 25 Future Volume (veh/h) 26 25 51 20 80 20 76 229 25 20 400 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 25 51 20 80 20 76 229 25 20 400 25 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, % 2 22222222222
Cap, veh/h 46 60 123 36 150 38 109 652 552 36 575 487
Arrive On Green 0.03 0.11 0.11 0.02 0.10 0.10 0.06 0.35 0.35 0.02 0.31 0.31 Sat Flow, veh/h 1781 549 1120 1781 1444 361 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 26 0 76 20 0 100 76 229 25 20 400 25 Grp Sat Flow(s),veh/h/ln1781 0 1669 1781 0 1805 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.5 0.0 1.4 0.4 0.0 1.7 1.3 2.9 0.3 0.4 6.0 0.4 Cycle Q Clear(g_c), s 0.5 0.0 1.4 0.4 0.0 1.7 1.3 2.9 0.3 0.4 6.0 0.4 Prop In Lane 1.00 0.67 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 46 0 183 36 0 188 109 652 552 36 575 487 V/C Ratio(X) 0.57 0.00 0.42 0.55 0.00 0.53 0.69 0.35 0.05 0.55 0.70 0.05 Avail Cap(c_a), veh/h 223 0 941 223 0 1018 223 1055 894 223 1055 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 15.4 0.0 13.3 15.5 0.0 13.6 14.7 7.7 6.9 15.5 9.7 7.8 Incr Delay (d2), s/veh 10.5 0.0 1.5 12.4 0.0 2.3 7.7 0.3 0.0 12.4 1.5 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 0.3 0.0 0.5 0.2 0.0 0.7 0.7 0.8 0.1 0.2 1.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.8 0.0 14.8 27.9 0.0 15.9 22.3 8.0 6.9 27.9 11.3 7.8 LnGrp LOS C A B C A B C A A C B A
Approach Vol, veh/h 102 120 330 445
Approach Delay, s/veh 17.6 17.9 11.3 11.8
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.6 15.1 4.6 7.5 6.0 13.8 4.8 7.3 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 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 4.9 2.4 3.4 3.3 8.0 2.5 3.7 Green Ext Time (p_c), s 0.0 1.1 0.0 0.3 0.0 1.8 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
20: Lammers Extension & Pavillion Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 524 102 125 750 350 23 59 139 219 156 25 Future Volume (veh/h) 20 524 102 125 750 350 23 59 139 219 156 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 524 102 125 750 350 23 59 139 219 156 25 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, % 2 22222222222
Cap, veh/h 33 640 542 273 891 755 224 188 159 267 233 197 Arrive On Green 0.02 0.34 0.34 0.15 0.48 0.48 0.13 0.10 0.10 0.15 0.12 0.12 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 524 102 125 750 350 23 59 139 219 156 25 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.7 16.1 2.8 4.0 22.1 4.4 0.7 1.8 3.7 7.5 5.0 0.9 Cycle Q Clear(g_c), s 0.7 16.1 2.8 4.0 22.1 4.4 0.7 1.8 3.7 7.5 5.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 33 640 542 273 891 755 224 188 159 267 233 197 V/C Ratio(X) 0.60 0.82 0.19 0.46 0.84 0.46 0.10 0.31 0.87 0.82 0.67 0.13 Avail Cap(c_a), veh/h 113 1010 856 273 1159 982 224 565 478 340 773 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.6 18.9 14.6 24.3 14.4 2.5 24.4 26.3 13.2 25.9 26.3 24.5 Incr Delay (d2), s/veh 16.0 3.0 0.2 1.2 4.5 0.4 0.2 0.9 13.6 11.8 3.3 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 6.8 1.0 1.7 9.0 2.4 0.3 0.8 2.5 3.9 2.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 21.9 14.7 25.5 18.9 2.9 24.6 27.2 26.8 37.8 29.6 24.8 LnGrp LOS D C B C B A CCCDCC
Approach Vol, veh/h 646 1225 221 400
Approach Delay, s/veh 21.6 15.0 26.7 33.8
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.4 10.3 13.7 25.5 11.9 11.8 5.2 34.0 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 12.0 19.0 9.0 34.0 5.0 26.0 4.0 39.0 Max Q Clear Time (g_c+I1), s 9.5 5.7 6.0 18.1 2.7 7.0 2.7 24.1 Green Ext Time (p_c), s 0.2 0.6 0.1 3.4 0.0 0.8 0.0 5.9 Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
21: Lammers Extension & Grant Line Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 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 20 20 25 20 111 20 25 20 235 93 25 Future Volume (veh/h) 20 20 20 25 20 111 20 25 20 235 93 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 20 20 25 20 111 20 25 20 235 93 25 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, % 2 22222222222
Cap, veh/h 463 243 206 476 243 206 37 324 274 316 617 523 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.17 0.17 0.18 0.33 0.33 Sat Flow, veh/h 1259 1870 1585 1367 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 20 20 25 20 111 20 25 20 235 93 25 Grp Sat Flow(s),veh/h/ln1259 1870 1585 1367 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.3 0.2 0.3 0.4 0.2 1.5 0.3 0.3 0.2 2.9 0.8 0.2 Cycle Q Clear(g_c), s 0.5 0.2 0.3 0.6 0.2 1.5 0.3 0.3 0.2 2.9 0.8 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 463 243 206 476 243 206 37 324 274 316 617 523 V/C Ratio(X) 0.04 0.08 0.10 0.05 0.08 0.54 0.54 0.08 0.07 0.74 0.15 0.05 Avail Cap(c_a), veh/h 1281 1457 1235 1364 1457 1235 308 1457 1235 925 2105 1784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 9.1 8.8 8.9 9.1 8.8 9.4 11.2 8.0 8.0 9.0 5.5 5.3 Incr Delay (d2), s/veh 0.0 0.1 0.2 0.0 0.1 2.2 11.6 0.1 0.1 3.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.1 0.1 0.4 0.2 0.1 0.1 0.9 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 9.0 9.1 9.1 9.0 11.6 22.8 8.1 8.1 12.4 5.6 5.3 LnGrp LOS A AAAABCAABAA
Approach Vol, veh/h 60 156 65 353
Approach Delay, s/veh 9.1 10.9 12.6 10.1
Approach LOS ABBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.1 8.0 7.0 4.5 11.6 7.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 12.0 18.0 18.0 4.0 26.0 18.0 Max Q Clear Time (g_c+I1), s 4.9 2.3 2.5 2.3 2.8 3.5
Green Ext Time (p_c), s 0.4 0.1 0.1 0.0 0.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
22: Lammers Extension & Van Stosen Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 25 21 334 20 20 83 25 25 20 106 20 Future Volume (veh/h) 20 25 21 334 20 20 83 25 25 20 106 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 25 21 334 20 20 83 25 25 20 106 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, % 2 22222222222
Cap, veh/h 36 142 120 430 555 471 115 321 272 36 238 202 Arrive On Green 0.02 0.08 0.08 0.24 0.30 0.30 0.06 0.17 0.17 0.02 0.13 0.13 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 25 21 334 20 20 83 25 25 20 106 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.4 0.4 0.4 5.7 0.2 0.3 1.5 0.4 0.4 0.4 1.7 0.4 Cycle Q Clear(g_c), s 0.4 0.4 0.4 5.7 0.2 0.3 1.5 0.4 0.4 0.4 1.7 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 36 142 120 430 555 471 115 321 272 36 238 202 V/C Ratio(X) 0.55 0.18 0.18 0.78 0.04 0.04 0.72 0.08 0.09 0.55 0.45 0.10 Avail Cap(c_a), veh/h 219 1032 875 765 1606 1361 219 1032 875 219 1032 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 15.8 14.1 14.1 11.5 8.1 8.2 15.0 11.3 11.4 15.8 13.2 12.6 Incr Delay (d2), s/veh 12.5 0.6 0.7 3.0 0.0 0.0 8.1 0.1 0.1 12.5 1.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 2.0 0.1 0.1 0.7 0.1 0.1 0.2 0.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.3 14.7 14.8 14.6 8.2 8.2 23.0 11.4 11.5 28.3 14.5 12.8 LnGrp LOS C BBBAACBBCBB
Approach Vol, veh/h 66 374 133 146
Approach Delay, s/veh 18.9 13.9 18.7 16.1
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.7 9.6 11.9 6.5 6.1 8.2 4.7 13.7 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 18.0 14.0 18.0 4.0 18.0 4.0 28.0 Max Q Clear Time (g_c+I1), s 2.4 2.4 7.7 2.4 3.5 3.7 2.4 2.3 Green Ext Time (p_c), s 0.0 0.1 0.6 0.1 0.0 0.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
23: Lammers Extension & I-205 WB On-Ramp/I-205 WB Off-Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1491 0 91 0 25 1825 0 25 446 Future Volume (veh/h) 0 0 0 1491 0 91 0 25 1825 0 25 446 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1491 0 0 0 25 1825 0 25 446
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 1952 0 0 1850 2471 0 2658 825
Arrive On Green 0.37 0.00 0.00 0.00 0.52 0.52 0.00 0.52 0.52 Sat Flow, veh/h 5344 0 1585 0 3647 2790 0 5274 1585
Grp Volume(v), veh/h 1491 0 0 0 25 1825 0 25 446
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1395 0 1702 1585 Q Serve(g_s), s 17.2 0.0 0.0 0.0 0.2 15.1 0.0 0.2 13.1
Cycle Q Clear(g_c), s 17.2 0.0 0.0 0.0 0.2 15.1 0.0 0.2 13.1 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1952 0 0 1850 2471 0 2658 825
V/C Ratio(X) 0.76 0.00 0.00 0.01 0.74 0.00 0.01 0.54
Avail Cap(c_a), veh/h 2825 0 0 1850 2471 0 2658 825
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 0.57 0.57 0.00 0.88 0.88 Uniform Delay (d), s/veh 19.6 0.0 0.0 0.0 8.1 1.3 0.0 8.1 11.2 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 1.2 0.0 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 0.0 0.0 0.0 0.1 0.4 0.0 0.1 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 0.0 0.0 0.0 8.1 2.5 0.0 8.1 13.4 LnGrp LOS C A AAAAAB
Approach Vol, veh/h 1491 A 1850 471
Approach Delay, s/veh 20.3 2.6 13.2
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 40.4 40.4 29.6
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 25.0 37.0
Max Q Clear Time (g_c+I1), s 17.1 15.1 19.2
Green Ext Time (p_c), s 5.4 1.3 6.4
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
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
24: Lammers Extension & I-205 EB Off Ramp/I-205 EB On Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 0 580 0000 1826 714 0 1554 20 Future Volume (veh/h) 25 0 580 0000 1826 714 0 1554 20
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 25 0 0 0 1826 714 0 1554 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 39 0 0 4410 2409 0 4410 1369
Arrive On Green 0.02 0.00 0.00 0.00 0.86 0.86 0.00 0.29 0.29 Sat Flow, veh/h 1781 0 1585 0 5274 2790 0 5274 1585
Grp Volume(v), veh/h 25 0 0 0 1826 714 0 1554 20
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1395 0 1702 1585 Q Serve(g_s), s 1.0 0.0 0.0 0.0 5.3 3.3 0.0 16.9 0.6
Cycle Q Clear(g_c), s 1.0 0.0 0.0 0.0 5.3 3.3 0.0 16.9 0.6 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 39 0 0 4410 2409 0 4410 1369
V/C Ratio(X) 0.64 0.00 0.00 0.41 0.30 0.00 0.35 0.01
Avail Cap(c_a), veh/h 789 0 0 4410 2409 0 4410 1369
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.68 0.68 0.00 0.92 0.92 Uniform Delay (d), s/veh 34.0 0.0 0.0 0.0 1.0 0.9 0.0 9.5 3.6 Incr Delay (d2), s/veh 15.9 0.0 0.0 0.0 0.2 0.2 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 0.6 0.0 0.0 0.0 0.1 0.1 0.0 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.9 0.0 0.0 0.0 1.2 1.1 0.0 9.7 3.7 LnGrp LOS D A AAAAAA
Approach Vol, veh/h 25 A 2540 1574
Approach Delay, s/veh 49.9 1.2 9.6
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 64.5 5.5 64.5
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 31.0 31.0
Max Q Clear Time (g_c+I1), s 7.3 3.0 18.9
Green Ext Time (p_c), s 18.3 0.1 8.2
Intersection Summary
HCM 6th Ctrl Delay 4.7
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 857 25 25 20 25 59 20 1700 100 25 792 1341 Future Volume (veh/h) 857 25 25 20 25 59 20 1700 100 25 792 1341 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 857 25 0 20 25 0 20 1700 100 25 792 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, % 2 22222222222
Cap, veh/h 933 107 750 547 144 1746 430 39 1085
Arrive On Green 0.19 0.06 0.00 0.42 0.29 0.00 0.08 0.27 0.27 0.03 0.28 0.00 Sat Flow, veh/h 5023 1870 1585 1781 1870 1585 1781 6434 1585 1781 5106 2790 Grp Volume(v), veh/h 857 25 0 20 25 0 20 1700 100 25 792 0 Grp Sat Flow(s),veh/h/ln1674 1870 1585 1781 1870 1585 1781 1609 1585 1781 1702 1395 Q Serve(g_s), s 11.7 0.9 0.0 0.5 0.7 0.0 0.7 18.3 0.9 1.0 9.8 0.0 Cycle Q Clear(g_c), s 11.7 0.9 0.0 0.5 0.7 0.0 0.7 18.3 0.9 1.0 9.8 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 933 107 750 547 144 1746 430 39 1085 V/C Ratio(X) 0.92 0.23 0.03 0.05 0.14 0.97 0.23 0.64 0.73 Avail Cap(c_a), veh/h 933 721 750 547 144 1746 430 102 1386 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.94 0.94 0.94 0.64 0.64 0.00 Uniform Delay (d), s/veh 28.0 31.5 0.0 11.9 17.8 0.0 29.9 25.3 1.4 33.7 23.3 0.0 Incr Delay (d2), s/veh 13.8 5.1 0.0 0.0 0.0 0.0 0.4 15.1 0.3 10.5 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 5.6 0.5 0.0 0.2 0.3 0.0 0.3 8.3 1.2 0.5 3.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 36.6 0.0 11.9 17.8 0.0 30.3 40.3 1.7 44.2 24.2 0.0 LnGrp LOS D D B B C D A D C
Approach Vol, veh/h 882 A 45 A 1820 817 A
Approach Delay, s/veh 41.6 15.2 38.1 24.8
Approach LOS D B D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 33.5 8.0 9.7 18.9 17.0 24.5 5.5 23.0 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 27.0 4.0 19.0 13.0 18.0 4.0 19.0 Max Q Clear Time (g_c+I1), s 2.5 2.9 2.7 11.8 13.7 2.7 3.0 20.3 Green Ext Time (p_c), s 0.0 0.1 0.0 3.1 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 35.6
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/Eleventh St AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 25
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 378 444 381 1400 435 83
Future Volume (veh/h) 378 444 381 1400 435 83
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 378 444 381 1400 435 83
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 3088 959 506 3891 1411 445
Arrive On Green 1.00 1.00 0.60 0.60 0.28 0.28
Sat Flow, veh/h 5274 1585 666 6696 5023 1585
Grp Volume(v), veh/h 378 444 381 1400 435 83
Grp Sat Flow(s),veh/h/ln1702 1585 666 1609 1674 1585
Q Serve(g_s), s 0.0 0.0 37.0 7.7 4.8 2.8
Cycle Q Clear(g_c), s 0.0 0.0 37.0 7.7 4.8 2.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 3088 959 506 3891 1411 445
V/C Ratio(X) 0.12 0.46 0.75 0.36 0.31 0.19
Avail Cap(c_a), veh/h 3137 974 512 3952 1411 445
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.96 0.96 0.83 0.83 0.85 0.85
Uniform Delay (d), s/veh 0.0 0.0 12.8 7.0 19.8 19.1
Incr Delay (d2), s/veh 0.0 0.3 5.2 0.0 0.5 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 0.0 0.1 4.4 1.9 1.8 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.3 18.0 7.0 20.3 19.9
LnGrp LOS A A B A C B
Approach Vol, veh/h 822 1781 518
Approach Delay, s/veh 0.2 9.4 20.2
Approach LOS A A C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 23.7 46.3 46.3
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 43.0 43.0
Max Q Clear Time (g_c+I1), s 6.8 2.0 39.0
Green Ext Time (p_c), s 1.6 4.2 3.3
Intersection Summary
HCM 6th Ctrl Delay 8.8
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
27: Grant Line Rd & Pavillion Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 26
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 146 737 25 515 842 20
Future Volume (veh/h) 146 737 25 515 842 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 146 737 25 515 842 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 488 1225 41 658 912 811
Arrive On Green 0.26 0.26 0.02 0.35 0.51 0.51
Sat Flow, veh/h 1870 1585 1781 1870 1781 1585
Grp Volume(v), veh/h 146 737 25 515 842 20
Grp Sat Flow(s),veh/h/ln1870 1585 1781 1870 1781 1585
Q Serve(g_s), s 3.7 11.6 0.8 14.5 25.7 0.4
Cycle Q Clear(g_c), s 3.7 11.6 0.8 14.5 25.7 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 488 1225 41 658 912 811
V/C Ratio(X) 0.30 0.60 0.62 0.78 0.92 0.02
Avail Cap(c_a), veh/h 573 1297 121 828 1092 972
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.4 2.8 28.4 17.0 13.3 7.1
Incr Delay (d2), s/veh 0.3 0.7 14.1 3.8 11.5 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 1.5 10.1 0.5 6.2 11.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.7 3.5 42.6 20.9 24.8 7.1
LnGrp LOS B A D C C A
Approach Vol, veh/h 883 540 862
Approach Delay, s/veh 5.9 21.9 24.3
Approach LOS A C C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 34.1 5.3 19.3 24.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 36.0 4.0 18.0 26.0
Max Q Clear Time (g_c+I1), s 27.7 2.8 13.6 16.5
Green Ext Time (p_c), s 2.3 0.0 1.7 2.3
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
29: S Lammers Rd & Pavillion Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 27
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 118 25 20 376 20 17 20 20 25 20 138 Future Volume (veh/h) 25 118 25 20 376 20 17 20 20 25 20 138 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 118 25 20 376 20 17 20 20 25 20 138 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, % 2 22222222222
Cap, veh/h 44 552 468 36 543 460 31 141 141 44 35 243
Arrive On Green 0.02 0.29 0.29 0.02 0.29 0.29 0.02 0.16 0.16 0.02 0.17 0.17 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 858 858 1781 205 1412 Grp Volume(v), veh/h 25 118 25 20 376 20 17 0 40 25 0 158 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1716 1781 0 1616 Q Serve(g_s), s 0.4 1.5 0.4 0.4 5.8 0.3 0.3 0.0 0.6 0.4 0.0 2.9 Cycle Q Clear(g_c), s 0.4 1.5 0.4 0.4 5.8 0.3 0.3 0.0 0.6 0.4 0.0 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.87
Lane Grp Cap(c), veh/h 44 552 468 36 543 460 31 0 282 44 0 278 V/C Ratio(X) 0.56 0.21 0.05 0.55 0.69 0.04 0.54 0.00 0.14 0.56 0.00 0.57 Avail Cap(c_a), veh/h 221 1042 883 221 1042 883 221 0 956 221 0 901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 15.6 8.6 8.2 15.7 10.2 8.2 15.7 0.0 11.5 15.6 0.0 12.3 Incr Delay (d2), s/veh 10.8 0.2 0.0 12.5 1.6 0.0 14.0 0.0 0.2 10.8 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 0.1 0.2 1.9 0.1 0.2 0.0 0.2 0.3 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 8.8 8.2 28.1 11.8 8.3 29.7 0.0 11.8 26.3 0.0 14.1 LnGrp LOS C A A C B A C A B C A B
Approach Vol, veh/h 168 416 57 183
Approach Delay, s/veh 11.3 12.4 17.1 15.8
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.8 9.3 4.7 13.5 4.6 9.6 4.8 13.4 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 2.6 2.4 3.5 2.3 4.9 2.4 7.8 Green Ext Time (p_c), s 0.0 0.1 0.0 0.5 0.0 0.7 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
30: Grant Line Rd & S Lammers Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 28
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 25 894 971 23 58 58
Future Volume (veh/h) 25 894 971 23 58 58
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 25 894 971 23 58 58
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 474 1766 1766 788 294 262
Arrive On Green 0.50 0.50 0.50 0.50 0.17 0.17
Sat Flow, veh/h 562 3618 3618 1572 1767 1572
Grp Volume(v), veh/h 25 894 971 23 58 58
Grp Sat Flow(s),veh/h/ln 562 1763 1763 1572 1767 1572
Q Serve(g_s), s 0.8 4.1 4.6 0.2 0.7 0.8
Cycle Q Clear(g_c), s 5.3 4.1 4.6 0.2 0.7 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 474 1766 1766 788 294 262
V/C Ratio(X) 0.05 0.51 0.55 0.03 0.20 0.22
Avail Cap(c_a), veh/h 637 2786 2786 1243 1323 1177
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 6.0 4.0 4.1 3.0 8.6 8.7
Incr Delay (d2), s/veh 0.0 0.2 0.3 0.0 0.3 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 0.0 0.1 0.1 0.0 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.0 4.2 4.4 3.1 9.0 9.1
LnGrp LOS A AAAAA
Approach Vol, veh/h 919 994 116
Approach Delay, s/veh 4.3 4.4 9.0
Approach LOS A A A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.0 8.0 16.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 18.0 19.0
Max Q Clear Time (g_c+I1), s 7.3 2.8 6.6
Green Ext Time (p_c), s 4.7 0.2 5.2
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
31: Lammers Rd & Byron Rd/ Byron Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 29
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 225 225 41 878 354 20
Future Volume (veh/h) 225 225 41 878 354 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 225 225 41 878 354 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 755 640 112 1005 448 398
Arrive On Green 0.41 0.41 0.06 0.54 0.25 0.25
Sat Flow, veh/h 1856 1572 1767 1856 1767 1572
Grp Volume(v), veh/h 225 225 41 878 354 20
Grp Sat Flow(s),veh/h/ln1856 1572 1767 1856 1767 1572
Q Serve(g_s), s 4.0 4.8 1.1 20.1 9.1 0.5
Cycle Q Clear(g_c), s 4.0 4.8 1.1 20.1 9.1 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 755 640 112 1005 448 398
V/C Ratio(X) 0.30 0.35 0.37 0.87 0.79 0.05
Avail Cap(c_a), veh/h 939 796 210 1311 760 677
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 9.8 10.0 21.9 9.7 17.0 13.8
Incr Delay (d2), s/veh 0.3 0.4 0.7 5.7 3.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 1.3 0.4 6.4 3.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.0 10.4 22.7 15.5 20.8 13.8
LnGrp LOS B B C B C B
Approach Vol, veh/h 450 919 374
Approach Delay, s/veh 10.2 15.8 20.5
Approach LOS B B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.5 17.4 6.6 24.9
Change Period (Y+Rc), s * 5 5.0 3.5 5.0
Max Green Setting (Gmax), s * 35 21.0 5.8 24.7
Max Q Clear Time (g_c+I1), s 22.1 11.1 3.1 6.8
Green Ext Time (p_c), s 4.4 1.3 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 15.3
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 439 0 152 1300 25 324 43 29 25 99 134 Future Volume (veh/h) 26 439 0 152 1300 25 324 43 29 25 99 134 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 26 439 0 152 1300 0 324 43 0 25 99 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, % 3 33333333333
Cap, veh/h 228 1855 404 2192 534 699 263 420
Arrive On Green 0.07 0.37 0.00 0.12 0.43 0.00 0.16 0.20 0.00 0.08 0.12 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 26 439 0 152 1300 0 324 43 0 25 99 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 0.5 3.9 0.0 2.7 12.8 0.0 5.8 0.6 0.0 0.4 1.7 0.0 Cycle Q Clear(g_c), s 0.5 3.9 0.0 2.7 12.8 0.0 5.8 0.6 0.0 0.4 1.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 228 1855 404 2192 534 699 263 420 V/C Ratio(X) 0.11 0.24 0.38 0.59 0.61 0.06 0.10 0.24
Avail Cap(c_a), veh/h 424 2704 424 2782 732 2474 528 2264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 28.8 14.4 0.0 26.7 14.2 0.0 25.8 21.3 0.0 28.2 26.2 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.0 0.2 0.6 0.0 0.4 0.1 0.0 0.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.3 0.0 1.0 4.0 0.0 2.2 0.3 0.0 0.2 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 14.6 0.0 26.9 14.7 0.0 26.2 21.4 0.0 28.3 26.5 0.0 LnGrp LOS C B C B C C C C
Approach Vol, veh/h 465 A 1452 A 367 A 124 A
Approach Delay, s/veh 15.4 16.0 25.6 26.8
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.1 28.0 13.6 11.8 7.8 32.4 8.4 17.0 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 32.9 11.9 40.0 6.0 33.9 8.0 43.9 Max Q Clear Time (g_c+I1), s 4.7 5.9 7.8 3.7 2.5 14.8 2.4 2.6 Green Ext Time (p_c), s 0.0 4.1 0.4 0.4 0.0 11.4 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 31
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 130 238 33 204 9 380 379 11 1 84 158 Future Volume (veh/h) 25 130 238 33 204 9 380 379 11 1 84 158 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 25 130 238 33 204 9 380 379 11 1 84 158 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, % 3 33333333333
Cap, veh/h 459 342 289 549 390 331 545 1017 316 459 888 697 Arrive On Green 0.13 0.18 0.18 0.16 0.21 0.21 0.11 0.20 0.20 0.13 0.25 0.25 Sat Flow, veh/h 3428 1856 1572 3428 1856 1572 4983 5066 1572 3428 3526 2768 Grp Volume(v), veh/h 25 130 238 33 204 9 380 379 11 1 84 158 Grp Sat Flow(s),veh/h/ln1714 1856 1572 1714 1856 1572 1661 1689 1572 1714 1763 1384 Q Serve(g_s), s 0.5 4.6 10.9 0.6 7.3 0.3 5.5 4.8 0.4 0.0 1.4 3.4 Cycle Q Clear(g_c), s 0.5 4.6 10.9 0.6 7.3 0.3 5.5 4.8 0.4 0.0 1.4 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 459 342 289 549 390 331 545 1017 316 459 888 697 V/C Ratio(X) 0.05 0.38 0.82 0.06 0.52 0.03 0.70 0.37 0.03 0.00 0.09 0.23 Avail Cap(c_a), veh/h 459 497 421 1147 820 695 867 2238 695 459 1510 1185 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 28.2 26.7 29.3 26.6 26.2 23.4 32.1 25.8 24.0 28.0 21.4 22.2 Incr Delay (d2), s/veh 0.1 0.7 8.3 0.0 0.4 0.0 1.6 0.2 0.0 0.0 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.0 4.4 0.2 3.1 0.1 2.1 1.8 0.1 0.0 0.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.3 27.4 37.6 26.6 26.6 23.4 33.7 26.0 24.1 28.0 21.5 22.4 LnGrp LOS C CDCCCCCCCCC
Approach Vol, veh/h 393 246 770 243
Approach Delay, s/veh 33.7 26.5 29.8 22.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 19.8 12.2 24.8 16.0 21.7 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 * 20 13.0 32.0 10.0 33.0 10.0 33.0 Max Q Clear Time (g_c+I1), s 2.6 12.9 7.5 5.4 2.5 9.3 2.0 6.8 Green Ext Time (p_c), s 0.0 0.9 0.7 1.3 0.0 0.7 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 29.1
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
34: Lammers Rd & Pomontory Pkwy AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 53 25 99 355 208 192 263 57 70 184 25 Future Volume (veh/h) 20 53 25 99 355 208 192 263 57 70 184 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 53 25 99 355 208 192 263 57 70 184 25 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, % 2 22222222222
Cap, veh/h 36 431 365 124 523 443 247 743 332 99 448 200 Arrive On Green 0.02 0.23 0.23 0.07 0.28 0.28 0.14 0.21 0.21 0.06 0.13 0.13 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 20 53 25 99 355 208 192 263 57 70 184 25 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.4 0.8 0.5 2.0 6.2 4.0 3.8 2.3 1.1 1.4 1.8 0.5 Cycle Q Clear(g_c), s 0.4 0.8 0.5 2.0 6.2 4.0 3.8 2.3 1.1 1.4 1.8 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 36 431 365 124 523 443 247 743 332 99 448 200 V/C Ratio(X) 0.56 0.12 0.07 0.80 0.68 0.47 0.78 0.35 0.17 0.71 0.41 0.13 Avail Cap(c_a), veh/h 194 916 777 194 916 777 388 2031 906 291 1838 820 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 11.2 11.1 16.8 11.8 11.0 15.3 12.4 11.9 17.1 14.8 14.3 Incr Delay (d2), s/veh 12.9 0.1 0.1 12.0 1.6 0.8 5.2 0.3 0.2 8.9 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 0.3 0.3 0.1 1.1 2.2 1.2 1.6 0.8 0.3 0.7 0.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 11.3 11.1 28.8 13.3 11.7 20.5 12.7 12.2 25.9 15.4 14.5 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 98 662 512 279
Approach Delay, s/veh 15.2 15.1 15.6 18.0
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.0 11.7 6.6 12.5 9.1 8.6 4.7 14.3 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 6.0 21.0 4.0 18.0 8.0 19.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 3.4 4.3 4.0 2.8 5.8 3.8 2.4 8.2 Green Ext Time (p_c), s 0.0 1.6 0.0 0.2 0.1 0.9 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
35: Lammers Rd & Crossroads Dr AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 33
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 225 28 483 28 25 282
Future Volume (veh/h) 225 28 483 28 25 282
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 225 28 483 28 25 282
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 335 298 1315 587 638 1315
Arrive On Green 0.19 0.19 0.37 0.37 0.37 0.37
Sat Flow, veh/h 1781 1585 3647 1585 889 3647
Grp Volume(v), veh/h 225 28 483 28 25 282
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 889 1777
Q Serve(g_s), s 2.1 0.3 1.8 0.2 0.4 1.0
Cycle Q Clear(g_c), s 2.1 0.3 1.8 0.2 2.2 1.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 298 1315 587 638 1315
V/C Ratio(X) 0.67 0.09 0.37 0.05 0.04 0.21
Avail Cap(c_a), veh/h 1770 1575 3728 1663 1242 3728
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 6.8 6.1 4.2 3.7 5.0 3.9
Incr Delay (d2), s/veh 2.3 0.1 0.2 0.0 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 0.5 0.0 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.2 6.2 4.3 3.7 5.0 4.0
LnGrp LOS A AAAAA
Approach Vol, veh/h 253 511 307
Approach Delay, s/veh 8.8 4.3 4.1
Approach LOS A A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 10.7 10.7 7.4
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 19.0 18.0
Max Q Clear Time (g_c+I1), s 3.8 4.2 4.1
Green Ext Time (p_c), s 2.9 1.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
36: Lammers Rd & Redbridge Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 34
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 100 166 734 21 25 420
Future Volume (veh/h) 100 166 734 21 25 420
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 100 166 734 21 25 420
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 245 218 920 410 759 2635
Arrive On Green 0.14 0.14 0.52 0.52 0.43 0.75
Sat Flow, veh/h 1767 1572 3618 1572 1767 3618
Grp Volume(v), veh/h 100 166 734 21 25 420
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1572 1767 1763
Q Serve(g_s), s 3.6 7.1 11.9 0.5 0.6 2.4
Cycle Q Clear(g_c), s 3.6 7.1 11.9 0.5 0.6 2.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 245 218 920 410 759 2635
V/C Ratio(X) 0.41 0.76 0.80 0.05 0.03 0.16
Avail Cap(c_a), veh/h 530 472 1561 696 759 2635
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.99 0.99 0.97 0.97
Uniform Delay (d), s/veh 27.5 29.0 15.2 12.5 11.6 2.5
Incr Delay (d2), s/veh 1.1 5.5 7.1 0.2 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 1.5 2.9 3.9 0.2 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 34.5 22.3 12.7 11.6 2.7
LnGrp LOS C C C B B A
Approach Vol, veh/h 266 755 445
Approach Delay, s/veh 32.3 22.1 3.2
Approach LOS C C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.0 22.3 56.3 13.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 6.0 31.0 41.0 21.0
Max Q Clear Time (g_c+I1), s 2.6 13.9 4.4 9.1
Green Ext Time (p_c), s 0.0 4.3 2.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
37: Lammers Road & Old Schulte Road AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 35
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 34 82 264 558 396 176
Future Volume (veh/h) 34 82 264 558 396 176
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 34 82 264 558 396 176
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 132 118 308 2884 2065 921
Arrive On Green 0.07 0.07 0.35 1.00 1.00 1.00
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 34 82 264 558 396 176
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 1.3 3.5 9.6 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.3 3.5 9.6 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 132 118 308 2884 2065 921
V/C Ratio(X) 0.26 0.70 0.86 0.19 0.19 0.19
Avail Cap(c_a), veh/h 458 408 483 2884 2065 921
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.94 0.94 0.99 0.99
Uniform Delay (d), s/veh 30.6 31.6 22.1 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.0 7.2 8.3 0.1 0.2 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 0.5 3.3 3.7 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.6 38.8 30.4 0.1 0.2 0.5
LnGrp LOS C D C A A A
Approach Vol, veh/h 116 822 572
Approach Delay, s/veh 36.7 9.9 0.3
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 60.8 9.2 16.1 44.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 44.0 18.0 19.0 21.0
Max Q Clear Time (g_c+I1), s 2.0 5.5 11.6 2.0
Green Ext Time (p_c), s 2.5 0.3 0.6 2.3
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
38: Lammers Road & Western Pacific Way AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 36
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 36 282 537 22 64 459
Future Volume (veh/h) 36 282 537 22 64 459
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 36 282 537 22 64 459
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 377 336 2395 1068 627 2395
Arrive On Green 0.21 0.21 0.67 0.67 1.00 1.00
Sat Flow, veh/h 1781 1585 3647 1585 850 3647
Grp Volume(v), veh/h 36 282 537 22 64 459
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 850 1777
Q Serve(g_s), s 1.1 11.9 4.1 0.3 0.5 0.0
Cycle Q Clear(g_c), s 1.1 11.9 4.1 0.3 4.6 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 377 336 2395 1068 627 2395
V/C Ratio(X) 0.10 0.84 0.22 0.02 0.10 0.19
Avail Cap(c_a), veh/h 789 702 2395 1068 627 2395
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.98 0.98 0.98 0.98
Uniform Delay (d), s/veh 22.2 26.5 4.4 3.8 0.2 0.0
Incr Delay (d2), s/veh 0.1 5.6 0.2 0.0 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 4.6 1.0 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.3 32.1 4.6 3.8 0.5 0.2
LnGrp LOS C C AAAA
Approach Vol, veh/h 318 559 523
Approach Delay, s/veh 31.0 4.6 0.2
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 51.2 51.2 18.8
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 31.0 31.0
Max Q Clear Time (g_c+I1), s 6.1 6.6 13.9
Green Ext Time (p_c), s 3.4 3.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
39: Lammers Road & Valpico Road AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 43 20 142 145 65 25 444 20 25 212 20 Future Volume (veh/h) 20 43 20 142 145 65 25 444 20 25 212 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 43 20 142 145 65 25 444 20 25 212 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, % 2 22222222222
Cap, veh/h 36 214 181 254 443 375 44 801 357 44 801 357 Arrive On Green 0.02 0.11 0.11 0.14 0.24 0.24 0.02 0.23 0.23 0.02 0.23 0.23 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 20 43 20 142 145 65 25 444 20 25 212 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.4 0.7 0.4 2.4 2.1 1.1 0.5 3.6 0.3 0.5 1.6 0.3 Cycle Q Clear(g_c), s 0.4 0.7 0.4 2.4 2.1 1.1 0.5 3.6 0.3 0.5 1.6 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 36 214 181 254 443 375 44 801 357 44 801 357 V/C Ratio(X) 0.55 0.20 0.11 0.56 0.33 0.17 0.56 0.55 0.06 0.56 0.26 0.06 Avail Cap(c_a), veh/h 219 1037 879 988 1844 1563 274 1971 879 274 1971 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 15.8 13.0 12.9 13.0 10.3 9.9 15.7 11.1 9.9 15.7 10.4 9.9 Incr Delay (d2), s/veh 12.5 0.5 0.3 1.9 0.4 0.2 10.8 0.6 0.1 10.8 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 0.2 0.3 0.1 0.9 0.7 0.3 0.3 1.1 0.1 0.3 0.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 13.5 13.2 14.9 10.7 10.1 26.4 11.7 9.9 26.4 10.5 9.9 LnGrp LOS C BBBBBCBACBA
Approach Vol, veh/h 83 352 489 257
Approach Delay, s/veh 17.0 12.3 12.4 12.0
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.8 11.3 8.6 7.7 4.8 11.3 4.7 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 5.0 18.0 18.0 18.0 5.0 18.0 4.0 32.0 Max Q Clear Time (g_c+I1), s 2.5 5.6 4.4 2.7 2.5 3.6 2.4 4.1 Green Ext Time (p_c), s 0.0 1.7 0.4 0.2 0.0 0.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
40: Lammers Road/Lammers Rd & Samuel James Way AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 38
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 82 25 429 25 20 314
Future Volume (veh/h) 82 25 429 25 20 314
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 82 25 429 25 20 314
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 159 141 1071 478 37 1843
Arrive On Green 0.09 0.09 0.30 0.30 0.02 0.52
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 82 25 429 25 20 314
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 0.9 0.3 2.0 0.2 0.2 1.0
Cycle Q Clear(g_c), s 0.9 0.3 2.0 0.2 0.2 1.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 159 141 1071 478 37 1843
V/C Ratio(X) 0.52 0.18 0.40 0.05 0.53 0.17
Avail Cap(c_a), veh/h 524 466 3137 1399 349 4531
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 8.9 8.6 5.7 5.1 9.9 2.6
Incr Delay (d2), s/veh 2.6 0.6 0.2 0.0 11.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 0.1 0.0 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 9.2 5.9 5.1 21.2 2.6
LnGrp LOS B A A A C A
Approach Vol, veh/h 107 454 334
Approach Delay, s/veh 10.9 5.9 3.7
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s4.4 10.1 14.6 5.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 18.0 26.0 6.0
Max Q Clear Time (g_c+I1), s 2.2 4.0 3.0 2.9
Green Ext Time (p_c), s 0.0 2.2 1.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.7
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
41: Lammers Road/Lammers Rd & Hansen Rd/Ellis Town Dr AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 25 69 129 80 25 234 412 28 25 387 20 Future Volume (veh/h) 20 25 69 129 80 25 234 412 28 25 387 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 25 69 129 80 25 234 412 28 25 387 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, % 2 22222222222
Cap, veh/h 36 182 154 165 318 269 302 1240 553 44 724 323 Arrive On Green 0.02 0.10 0.10 0.09 0.17 0.17 0.17 0.35 0.35 0.02 0.20 0.20 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 20 25 69 129 80 25 234 412 28 25 387 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.4 0.4 1.5 2.6 1.4 0.5 4.6 3.1 0.4 0.5 3.6 0.4 Cycle Q Clear(g_c), s 0.4 0.4 1.5 2.6 1.4 0.5 4.6 3.1 0.4 0.5 3.6 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 36 182 154 165 318 269 302 1240 553 44 724 323 V/C Ratio(X) 0.56 0.14 0.45 0.78 0.25 0.09 0.77 0.33 0.05 0.57 0.53 0.06 Avail Cap(c_a), veh/h 194 919 779 292 1021 865 535 2521 1125 194 1843 822 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 15.1 15.6 16.3 13.2 12.8 14.5 8.8 7.9 17.7 13.0 11.8 Incr Delay (d2), s/veh 12.9 0.3 2.0 7.9 0.4 0.1 4.2 0.2 0.0 11.3 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 0.3 0.2 0.5 1.2 0.5 0.2 1.7 0.7 0.1 0.3 1.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 15.5 17.6 24.1 13.6 13.0 18.8 8.9 7.9 28.9 13.7 11.8 LnGrp LOS C B B C BBBAACBB
Approach Vol, veh/h 114 234 674 432
Approach Delay, s/veh 19.4 19.4 12.3 14.5
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 16.8 7.4 7.6 10.2 11.5 4.7 10.2 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 4.0 26.0 6.0 18.0 11.0 19.0 4.0 20.0 Max Q Clear Time (g_c+I1), s 2.5 5.1 4.6 3.5 6.6 5.6 2.4 3.4 Green Ext Time (p_c), s 0.0 2.4 0.0 0.2 0.3 1.9 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
42: Sandhu Access & Linne Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 40
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 245 114 153 481 20 20
Future Volume (veh/h) 245 114 153 481 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 245 114 153 481 20 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 426 190 196 1019 1067 949
Arrive On Green 0.12 0.12 0.11 0.29 0.60 0.60
Sat Flow, veh/h 3647 1585 1781 3647 1781 1585
Grp Volume(v), veh/h 245 114 153 481 20 20
Grp Sat Flow(s),veh/h/ln1777 1585 1781 1777 1781 1585
Q Serve(g_s), s 4.6 4.8 5.9 7.8 0.3 0.4
Cycle Q Clear(g_c), s 4.6 4.8 5.9 7.8 0.3 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 426 190 196 1019 1067 949
V/C Ratio(X) 0.58 0.60 0.78 0.47 0.02 0.02
Avail Cap(c_a), veh/h 1066 476 433 2132 1067 949
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.93 0.93 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.1 29.2 30.3 20.6 5.7 5.7
Incr Delay (d2), s/veh 1.1 2.8 6.7 0.3 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 1.9 2.8 3.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 32.0 37.0 20.9 5.7 5.7
LnGrp LOS C C D C A A
Approach Vol, veh/h 359 634 40
Approach Delay, s/veh 30.8 24.8 5.7
Approach LOS C C A
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 45.9 11.7 12.4 24.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 17.0 21.0 42.0
Max Q Clear Time (g_c+I1), s 2.4 7.9 6.8 9.8
Green Ext Time (p_c), s 0.1 0.2 1.6 3.5
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
43: Lammers Road/Lammers Rd & Linne Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 41
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 433 21 653 226 128 658
Future Volume (veh/h) 433 21 653 226 128 658
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 433 21 653 226 128 658
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 491 437 871 389 548 2167
Arrive On Green 0.28 0.28 0.08 0.08 0.31 0.61
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 433 21 653 226 128 658
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 16.3 0.7 12.6 9.6 3.8 6.2
Cycle Q Clear(g_c), s 16.3 0.7 12.6 9.6 3.8 6.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 491 437 871 389 548 2167
V/C Ratio(X) 0.88 0.05 0.75 0.58 0.23 0.30
Avail Cap(c_a), veh/h 687 611 1066 476 548 2167
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 0.94 0.94 0.91 0.91 0.91 0.91
Uniform Delay (d), s/veh 24.3 18.6 30.1 28.7 18.1 6.5
Incr Delay (d2), s/veh 9.2 0.0 5.4 5.7 0.2 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 7.7 0.2 6.3 4.3 1.4 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 18.6 35.4 34.4 18.3 6.9
LnGrp LOS C B D C B A
Approach Vol, veh/h 454 879 786
Approach Delay, s/veh 32.7 35.2 8.7
Approach LOS C D A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 25.5 21.2 46.7 23.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 21.0 35.0 27.0
Max Q Clear Time (g_c+I1), s 5.8 14.6 8.2 18.3
Green Ext Time (p_c), s 0.1 2.6 4.3 1.0
Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
44: Lammers Rd & Tracy Hills Dr AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 25 175 224 25 113 44 736 95 106 1003 25 Future Volume (veh/h) 43 25 175 224 25 113 44 736 95 106 1003 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 25 175 224 25 113 44 736 95 106 1003 25 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, % 2 22222222222
Cap, veh/h 58 175 148 254 382 569 414 1721 768 175 1075 480 Arrive On Green 0.03 0.09 0.09 0.14 0.20 0.20 0.23 0.48 0.48 0.10 0.61 0.61 Sat Flow, veh/h 1781 1870 1585 1781 1870 2790 1781 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 43 25 175 224 25 113 44 736 95 106 1003 25 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1395 1781 1777 1585 1728 1777 1585 Q Serve(g_s), s 1.7 0.9 4.0 8.6 0.8 2.4 1.4 9.4 2.3 2.1 17.9 0.4 Cycle Q Clear(g_c), s 1.7 0.9 4.0 8.6 0.8 2.4 1.4 9.4 2.3 2.1 17.9 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 58 175 148 254 382 569 414 1721 768 175 1075 480 V/C Ratio(X) 0.75 0.14 1.18 0.88 0.07 0.20 0.11 0.43 0.12 0.61 0.93 0.05 Avail Cap(c_a), veh/h 127 481 408 254 615 917 414 1721 768 197 1117 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 Uniform Delay (d), s/veh 33.6 29.1 12.1 29.4 22.5 23.1 21.1 11.7 9.9 30.8 13.2 6.1 Incr Delay (d2), s/veh 17.2 0.4 95.3 27.8 0.1 0.2 0.1 0.8 0.3 3.6 13.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.4 6.2 5.5 0.3 0.8 0.5 3.2 0.8 0.9 5.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.8 29.5 107.4 57.3 22.5 23.3 21.3 12.5 10.2 34.4 26.8 6.2 LnGrp LOS D C F E C C C B B C C A
Approach Vol, veh/h 243 362 875 1134
Approach Delay, s/veh 89.4 44.3 12.7 27.1
Approach LOS F D B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.5 37.9 14.0 10.6 20.3 25.2 6.3 18.3 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 4.0 22.0 10.0 18.0 4.0 22.0 5.0 23.0 Max Q Clear Time (g_c+I1), s 4.1 11.4 10.6 6.0 3.4 19.9 3.7 4.4 Green Ext Time (p_c), s 0.0 3.6 0.0 0.5 0.0 1.3 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
47: Naglee Rd & Middle Rd AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 43
Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 25 50 111 20 25
Future Vol, veh/h 20 25 50 111 20 25
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, % 3 33333
Mvmt Flow 20 25 50 111 20 25

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 244 33 45 0 - 0
Stage 1 33 -----
Stage 2 211 -----
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 742 1038 1557 - - -
Stage 1 987 -----
Stage 2 822 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 717 1038 1557 - - -
Mov Cap-2 Maneuver 717 -----
Stage 1 953 -----
Stage 2 822 -----

Approach EB NB SB
HCM Control Delay, s 9.4 2.3 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1557 - 866 - -
HCM Lane V/C Ratio 0.032 - 0.052 - -
HCM Control Delay (s) 7.4 0 9.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
Tracy Transportation Master Plan Update Future 2042
48: Naglee Rd & Auto Plaza Dr AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 44
Intersection
Int Delay, s/veh 15.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 25 36 37 304 44 68 46 25 25 100 27 Future Vol, veh/h 25 25 36 37 304 44 68 46 25 25 100 27 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 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 7 0 12 0 3 20 500000
Mvmt Flow 25 25 36 37 304 44 68 46 25 25 100 27

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 475 371 64 308 372 36 127 0 0 71 0 0 Stage 1 164 164 - 195 195 -------
Stage 2 311 207 - 113 177 -------
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 461 562 956 627 554 973 1435 - - 1542 - - Stage 1 807 766 - 794 736 -------
Stage 2 660 734 - 886 749 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 225 527 956 554 519 973 1435 - - 1542 - - Mov Cap-2 Maneuver 225 527 - 554 519 -------
Stage 1 769 753 - 757 701 -------
Stage 2 340 700 - 810 736 -------

Approach EB WB NB SB
HCM Control Delay, s 15.2 25.2 3.7 1.2

HCM LOS C D

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1435 - - 438 552 1542 - -
HCM Lane V/C Ratio 0.047 - - 0.196 0.697 0.016 - -
HCM Control Delay (s) 7.6 - - 15.2 25.2 7.4 0 -
HCM Lane LOS A - - C D A A -
HCM 95th %tile Q(veh) 0.1 - - 0.7 5.5 0 - -
Tracy Transportation Master Plan Update Future 2042
49: I-205 WB Off Ramp/Pavilion Pkwy & Naglee Rd AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 25 40 82 80 20 1150 256 354 25 104 34 Future Volume (veh/h) 30 25 40 82 80 20 1150 256 354 25 104 34 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 30 25 40 82 80 20 1150 256 354 25 104 34 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, % 333333333333
Cap, veh/h 52 389 173 124 620 145 1533 1866 832 46 200 170 Arrive On Green 0.03 0.11 0.11 0.07 0.15 0.14 0.45 0.53 0.53 0.03 0.11 0.11 Sat Flow, veh/h 1767 3526 1572 1767 4103 958 3428 3526 1572 1767 1856 1572 Grp Volume(v), veh/h 30 25 40 82 65 35 1150 256 354 25 104 34 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1689 1683 1714 1763 1572 1767 1856 1572 Q Serve(g_s), s 1.0 0.4 1.4 2.7 1.0 1.1 16.9 2.2 8.3 0.8 3.2 1.2 Cycle Q Clear(g_c), s 1.0 0.4 1.4 2.7 1.0 1.1 16.9 2.2 8.3 0.8 3.2 1.2 Prop In Lane 1.00 1.00 1.00 0.57 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 52 389 173 124 510 254 1533 1866 832 46 200 170 V/C Ratio(X) 0.58 0.06 0.23 0.66 0.13 0.14 0.75 0.14 0.43 0.54 0.52 0.20 Avail Cap(c_a), veh/h 184 2929 1306 184 2806 1398 2265 2411 1075 175 227 192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 29.0 24.1 24.6 27.4 22.2 22.5 13.9 7.2 8.7 29.1 25.5 24.6 Incr Delay (d2), s/veh 9.6 0.1 0.6 7.0 0.1 0.2 1.0 0.0 0.3 9.7 2.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.2 0.5 1.3 0.4 0.4 5.6 0.7 2.3 0.4 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 24.2 25.2 34.4 22.3 22.7 14.9 7.3 9.0 38.8 27.6 25.2 LnGrp LOS DCCCCCBAADCC
Approach Vol, veh/h 95 182 1760 163
Approach Delay, s/veh 29.2 27.9 12.6 28.8
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 10.7 31.1 10.5 5.8 13.1 5.6 36.0 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 * 5.6 49.4 39.4 6.1 * 6.1 49.4 * 5.8 40.1 Max Q Clear Time (g_c+I1), s 4.7 3.4 18.9 5.2 3.0 3.1 2.8 10.3 Green Ext Time (p_c), s 0.0 0.2 7.6 0.0 0.0 0.4 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 15.8
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
50: Shopping Center & Naglee Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 154 92 25 1200 56 25 20 20 85 20 269 Future Volume (veh/h) 47 154 92 25 1200 56 25 20 20 85 20 269 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 47 154 92 25 1200 56 25 20 20 85 20 269 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, % 3 33333333333
Cap, veh/h 211 1396 650 78 1678 78 78 152 152 168 425 360 Arrive On Green 0.12 0.41 0.41 0.04 0.34 0.34 0.04 0.18 0.18 0.09 0.23 0.23 Sat Flow, veh/h 1767 3377 1572 1767 4960 231 1767 851 851 1767 1856 1572 Grp Volume(v), veh/h 47 154 92 25 817 439 25 0 40 85 20 269 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1814 1767 0 1702 1767 1856 1572 Q Serve(g_s), s 1.6 1.9 2.4 0.9 14.1 14.2 0.9 0.0 1.3 3.1 0.6 10.7 Cycle Q Clear(g_c), s 1.6 1.9 2.4 0.9 14.1 14.2 0.9 0.0 1.3 3.1 0.6 10.7 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 211 1396 650 78 1143 614 78 0 304 168 425 360 V/C Ratio(X) 0.22 0.11 0.14 0.32 0.71 0.72 0.32 0.00 0.13 0.51 0.05 0.75 Avail Cap(c_a), veh/h 211 1396 650 211 1355 728 211 0 737 214 806 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 26.7 12.1 12.2 31.0 19.3 19.4 31.0 0.0 23.1 28.8 20.1 24.0 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.9 1.6 3.0 0.9 0.0 0.1 0.9 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.6 0.8 0.4 5.2 5.8 0.4 0.0 0.5 1.3 0.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.9 12.1 12.4 31.9 21.0 22.3 31.9 0.0 23.2 29.7 20.1 25.2 LnGrp LOS C B B CCCCACCCC
Approach Vol, veh/h 293 1281 65 374
Approach Delay, s/veh 14.6 21.6 26.6 25.9
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.5 32.2 7.5 19.9 12.5 27.2 10.9 16.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.0 26.9 8.0 29.1 8.0 26.9 8.1 29.0 Max Q Clear Time (g_c+I1), s 2.9 4.4 2.9 12.7 3.6 16.2 5.1 3.3 Green Ext Time (p_c), s 0.0 1.7 0.0 0.1 0.0 6.5 0.0 0.0 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
51: I-205 WB On Ramp/Naglee Rd & Grant Line Rd AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 741 167 0 655 166 0 0 0 600 193 600 Future Volume (veh/h) 129 741 167 0 655 166 0 0 0 600 193 600 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 129 741 167 0 655 0 396 478 600
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 33033 333
Cap, veh/h 169 2131 661 0 1341 812 852 722
Arrive On Green 0.10 0.42 0.42 0.00 0.26 0.00 0.46 0.46 0.46 Sat Flow, veh/h 1767 5066 1572 0 5233 1572 1767 1856 1572 Grp Volume(v), veh/h 129 741 167 0 655 0 396 478 600
Grp Sat Flow(s),veh/h/ln1767 1689 1572 0 1689 1572 1767 1856 1572 Q Serve(g_s), s 4.7 6.6 4.6 0.0 7.3 0.0 10.4 12.5 22.2
Cycle Q Clear(g_c), s 4.7 6.6 4.6 0.0 7.3 0.0 10.4 12.5 22.2 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 2131 661 0 1341 812 852 722
V/C Ratio(X) 0.76 0.35 0.25 0.00 0.49 0.49 0.56 0.83
Avail Cap(c_a), veh/h 239 3756 1166 0 2768 997 1047 888 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 29.4 13.1 12.5 0.0 20.7 0.0 12.6 13.1 15.7 Incr Delay (d2), s/veh 8.8 0.2 0.5 0.0 0.7 0.0 0.5 0.6 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.2 1.5 0.0 2.7 0.0 3.6 4.6 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 13.3 13.0 0.0 21.4 0.0 13.0 13.7 21.4 LnGrp LOS D B B A C B B C
Approach Vol, veh/h 1037 655 A 1474
Approach Delay, s/veh 16.4 21.4 16.6
Approach LOS B C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.0 34.6 10.4 21.6
Change Period (Y+Rc), s 5.3 4.6 * 4.2 5.3
Max Green Setting (Gmax), s 48.1 37.0 * 8.8 35.1
Max Q Clear Time (g_c+I1), s 8.6 24.2 6.7 9.3
Green Ext Time (p_c), s 11.7 5.8 0.1 7.1
Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 49
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 516 800 0 747 47 210 0 90 0 0 0 Future Volume (veh/h) 0 516 800 0 747 47 210 0 90 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 0 1856 1856 1856 0 1856 Adj Flow Rate, veh/h 0 516 0 0 747 0 210 0 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, % 0 33033303
Cap, veh/h 0 2255 0 3240 223 0
Arrive On Green 0.00 0.64 0.00 0.00 0.64 0.00 0.13 0.00 0.00 Sat Flow, veh/h 0 3618 1572 0 5233 1572 1767 0 1572
Grp Volume(v), veh/h 0 516 0 0 747 0 210 0 0
Grp Sat Flow(s),veh/h/ln 0 1763 1572 0 1689 1572 1767 0 1572 Q Serve(g_s), s 0.0 2.1 0.0 0.0 2.1 0.0 3.9 0.0 0.0
Cycle Q Clear(g_c), s 0.0 2.1 0.0 0.0 2.1 0.0 3.9 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2255 0 3240 223 0
V/C Ratio(X) 0.00 0.23 0.00 0.23 0.94 0.00
Avail Cap(c_a), veh/h 0 2954 0 4244 223 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) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 2.5 0.0 0.0 2.5 0.0 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.1 0.0 44.3 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 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.6 0.0 0.0 2.6 0.0 58.7 0.0 0.0 LnGrp LOS A A A A E A
Approach Vol, veh/h 516 A 747 A 210 A
Approach Delay, s/veh 2.6 2.6 58.7
Approach LOS A A E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 25.3 25.3 8.0
Change Period (Y+Rc), s 5.3 5.3 4.0
Max Green Setting (Gmax), s 26.6 26.6 4.0
Max Q Clear Time (g_c+I1), s 4.1 4.1 5.9
Green Ext Time (p_c), s 3.4 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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

Tracy Transportation Master Plan Update Future 2042
53: Crossroads Dr & Eleventh St AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 50
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 483 28 58 1296 25 362 22 121 113 21 71 Future Volume (veh/h) 25 483 28 58 1296 25 362 22 121 113 21 71 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 25 483 28 58 1296 25 362 22 121 113 21 71 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, % 3 33333333333
Cap, veh/h 75 1494 464 128 1645 511 399 527 447 163 56 189 Arrive On Green 0.04 0.29 0.29 0.07 0.32 0.32 0.23 0.28 0.28 0.09 0.15 0.15 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 372 1257 Grp Volume(v), veh/h 25 483 28 58 1296 25 362 22 121 113 0 92 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1767 1856 1572 1767 0 1629 Q Serve(g_s), s 1.1 5.9 1.0 2.5 18.6 0.9 15.9 0.7 4.8 5.0 0.0 4.1 Cycle Q Clear(g_c), s 1.1 5.9 1.0 2.5 18.6 0.9 15.9 0.7 4.8 5.0 0.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 75 1494 464 128 1645 511 399 527 447 163 0 245 V/C Ratio(X) 0.33 0.32 0.06 0.45 0.79 0.05 0.91 0.04 0.27 0.70 0.00 0.38 Avail Cap(c_a), veh/h 188 1775 551 188 1775 551 464 913 773 303 0 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 37.1 22.0 20.2 35.5 24.5 18.5 30.1 20.7 22.2 35.2 0.0 30.6 Incr Delay (d2), s/veh 0.9 0.2 0.1 0.9 2.5 0.1 18.1 0.0 0.3 2.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.2 0.4 1.1 7.0 0.3 8.4 0.3 1.7 2.2 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 22.1 20.3 36.5 27.0 18.6 48.2 20.8 22.5 37.2 0.0 31.3 LnGrp LOS D CCDCBDCCDAC
Approach Vol, veh/h 536 1379 505 205
Approach Delay, s/veh 22.8 27.2 40.9 34.5
Approach LOS CCDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.8 29.1 23.1 17.0 8.4 31.4 12.3 27.7 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 8.5 28.0 21.0 32.0 8.5 28.0 13.7 39.3 Max Q Clear Time (g_c+I1), s 4.5 7.9 17.9 6.1 3.1 20.6 7.0 6.8 Green Ext Time (p_c), s 0.0 4.1 0.1 0.4 0.0 5.4 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 29.5
HCM 6th LOS C
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 141 25 25 510 25 25 25 25 25 25 50 Future Volume (veh/h) 25 141 25 25 510 25 25 25 25 25 25 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 141 25 25 510 25 25 25 25 25 25 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, % 2 22222222222
Cap, veh/h 45 987 440 45 987 440 45 115 115 45 75 150
Arrive On Green 0.03 0.28 0.28 0.03 0.28 0.28 0.03 0.13 0.13 0.03 0.13 0.13 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 858 858 1781 557 1113 Grp Volume(v), veh/h 25 141 25 25 510 25 25 0 50 25 0 75 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 0 1716 1781 0 1670 Q Serve(g_s), s 0.4 0.9 0.3 0.4 3.6 0.3 0.4 0.0 0.8 0.4 0.0 1.2 Cycle Q Clear(g_c), s 0.4 0.9 0.3 0.4 3.6 0.3 0.4 0.0 0.8 0.4 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.67
Lane Grp Cap(c), veh/h 45 987 440 45 987 440 45 0 231 45 0 225 V/C Ratio(X) 0.56 0.14 0.06 0.56 0.52 0.06 0.56 0.00 0.22 0.56 0.00 0.33 Avail Cap(c_a), veh/h 239 2150 959 239 2150 959 239 0 1038 239 0 1010 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 14.3 8.1 7.9 14.3 9.1 7.9 14.3 0.0 11.5 14.3 0.0 11.7 Incr Delay (d2), s/veh 10.5 0.1 0.1 10.5 0.4 0.1 10.5 0.0 0.5 10.5 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 0.3 0.2 0.1 0.3 0.9 0.1 0.3 0.0 0.2 0.3 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.8 8.1 7.9 24.8 9.5 7.9 24.8 0.0 11.9 24.8 0.0 12.5 LnGrp LOS C A A C A A C A B C A B
Approach Vol, veh/h 191 560 75 100
Approach Delay, s/veh 10.3 10.1 16.2 15.6
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.7 8.0 4.7 12.3 4.7 8.0 4.7 12.3 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 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 2.8 2.4 2.9 2.4 3.2 2.4 5.6 Green Ext Time (p_c), s 0.0 0.1 0.0 0.7 0.0 0.2 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
55: CORRAL HOLLOW RD & W. Larch Rd AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 52
Intersection
Int Delay, s/veh 7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 204 25 25 55 25 47
Future Vol, veh/h 204 25 25 55 25 47
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 33333
Mvmt Flow 204 25 25 55 25 47

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 150 53 0 0 80 0
Stage 1 53 -----
Stage 2 97 -----
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 840 1012 - - 1512 -
Stage 1 967 -----
Stage 2 924 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 826 1012 - - 1512 -
Mov Cap-2 Maneuver 826 -----
Stage 1 967 -----
Stage 2 908 -----

Approach WB NB SB
HCM Control Delay, s 10.9 0 2.6

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 843 1512 -
HCM Lane V/C Ratio - - 0.272 0.017 -
HCM Control Delay (s) - - 10.9 7.4 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 1.1 0.1 -
Tracy Transportation Master Plan Update Future 2042
56: CORRAL HOLLOW RD & Auto Plaza Dr AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 53
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 76 22 154 36 78 346
Future Vol, veh/h 76 22 154 36 78 346
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 100 100 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 76 22 154 36 78 346

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 422 78 424 0 - 0
Stage 1 78 -----
Stage 2 344 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 588 983 1135 - - -
Stage 1 945 -----
Stage 2 718 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 508 983 1135 - - -
Mov Cap-2 Maneuver 508 -----
Stage 1 816 -----
Stage 2 718 -----

Approach EB NB SB
HCM Control Delay, s 12.3 7 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1135 - 508 983 - -
HCM Lane V/C Ratio 0.136 - 0.15 0.022 - -
HCM Control Delay (s) 8.7 - 13.3 8.7 - -
HCM Lane LOS A - B A - -
HCM 95th %tile Q(veh) 0.5 - 0.5 0.1 - -
Tracy Transportation Master Plan Update Future 2042
57: Corral Hollow Rd & Grant Line Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 54
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 187 105 71 505 118 332 167 69 38 80 86 Future Volume (veh/h) 45 187 105 71 505 118 332 167 69 38 80 86 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 45 187 105 71 505 118 332 167 69 38 80 86 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, % 333333333333
Cap, veh/h 189 884 694 231 779 181 878 834 372 339 562 195 Arrive On Green 0.11 0.25 0.25 0.13 0.27 0.24 0.18 0.24 0.24 0.10 0.16 0.12 Sat Flow, veh/h 1767 3526 2768 1767 2839 660 4983 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 45 187 105 71 313 310 332 167 69 38 80 86 Grp Sat Flow(s),veh/h/ln 1767 1763 1384 1767 1763 1737 1661 1763 1572 1714 1763 1572 Q Serve(g_s), s 1.3 2.4 1.7 2.1 8.8 9.0 3.3 2.1 2.0 0.6 1.1 2.9 Cycle Q Clear(g_c), s 1.3 2.4 1.7 2.1 8.8 9.0 3.3 2.1 2.0 0.6 1.1 2.9 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 189 884 694 231 483 476 878 834 372 339 562 195 V/C Ratio(X) 0.24 0.21 0.15 0.31 0.65 0.65 0.38 0.20 0.19 0.11 0.14 0.44 Avail Cap(c_a), veh/h 313 2558 2008 313 1279 1260 1147 2683 1197 607 2496 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 23.1 16.7 16.5 22.3 18.1 18.5 20.5 17.3 17.2 23.2 20.4 22.9 Incr Delay (d2), s/veh 0.6 0.1 0.1 0.7 1.5 1.5 0.3 0.1 0.2 0.1 0.1 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 0.5 0.8 0.5 0.8 3.3 3.3 1.2 0.8 0.6 0.2 0.4 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 16.9 16.6 23.0 19.5 20.0 20.8 17.4 17.5 23.3 20.5 24.5 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 337 694 568 204
Approach Delay, s/veh 17.7 20.1 19.4 22.7
Approach LOS B C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 17.4 11.4 18.2 14.0 13.0 10.1 19.5 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 8.0 41.0 8.0 39.0 11.0 38.0 8.0 39.0 Max Q Clear Time (g_c+I1), s 2.6 4.1 4.1 4.4 5.3 4.9 3.3 11.0 Green Ext Time (p_c), s 0.0 1.0 0.0 1.3 0.7 0.7 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 55
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 564 200 71 650 176 436 481 128 273 269 301 Future Volume (veh/h) 149 564 200 71 650 176 436 481 128 273 269 301 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 149 564 0 71 650 176 436 481 128 273 269 301 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, % 3 33333333333
Cap, veh/h 497 1248 417 1130 351 603 1601 497 424 1337 415 Arrive On Green 0.14 0.25 0.00 0.12 0.22 0.22 0.18 0.32 0.32 0.12 0.26 0.26 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 5066 1572 3428 5066 1572 Grp Volume(v), veh/h 149 564 0 71 650 176 436 481 128 273 269 301 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1689 1572 1714 1689 1572 Q Serve(g_s), s 2.8 6.9 0.0 1.4 8.3 7.1 8.7 5.2 4.4 5.5 3.0 12.7 Cycle Q Clear(g_c), s 2.8 6.9 0.0 1.4 8.3 7.1 8.7 5.2 4.4 5.5 3.0 12.7 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 497 1248 417 1130 351 603 1601 497 424 1337 415 V/C Ratio(X) 0.30 0.45 0.17 0.58 0.50 0.72 0.30 0.26 0.64 0.20 0.73 Avail Cap(c_a), veh/h 518 2991 518 2991 928 612 2991 928 424 2713 842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 27.8 23.3 0.0 28.7 25.2 24.8 28.3 18.8 18.5 30.4 20.8 24.4 Incr Delay (d2), s/veh 0.3 0.3 0.0 0.2 0.5 1.1 4.2 0.1 0.3 4.6 0.1 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 1.1 2.5 0.0 0.5 3.1 2.6 3.7 1.9 1.5 2.4 1.1 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 23.5 0.0 28.9 25.7 25.9 32.5 18.9 18.8 35.0 20.9 26.8 LnGrp LOS C C CCCCBBDCC
Approach Vol, veh/h 713 A 897 1045 843
Approach Delay, s/veh 24.5 26.0 24.6 27.6
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.9 21.9 12.0 27.0 13.6 20.2 15.8 23.2 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 7.0 41.0 9.0 41.0 11.0 37.0 Max Q Clear Time (g_c+I1), s 3.4 8.9 7.5 7.2 4.8 10.3 10.7 14.7 Green Ext Time (p_c), s 0.1 2.6 0.0 2.9 0.2 3.9 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 56
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 80 48 193 312 408 72 334 38 204 167 140 Future Volume (veh/h) 107 80 48 193 312 408 72 334 38 204 167 140 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 107 80 48 193 312 408 72 334 38 204 167 140 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, % 3 33333333333
Cap, veh/h 154 916 409 240 544 485 128 508 57 354 357 280 Arrive On Green 0.09 0.26 0.26 0.14 0.31 0.31 0.07 0.16 0.16 0.10 0.19 0.19 Sat Flow, veh/h 1767 3526 1572 1767 1763 1572 1767 3193 361 3428 1878 1475 Grp Volume(v), veh/h 107 80 48 193 312 408 72 183 189 204 156 151 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1763 1791 1714 1763 1590 Q Serve(g_s), s 3.3 1.0 1.3 5.9 8.3 13.5 2.2 5.4 5.5 3.2 4.4 4.7 Cycle Q Clear(g_c), s 3.3 1.0 1.3 5.9 8.3 13.5 2.2 5.4 5.5 3.2 4.4 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.93
Lane Grp Cap(c), veh/h 154 916 409 240 544 485 128 280 285 354 335 302 V/C Ratio(X) 0.69 0.09 0.12 0.80 0.57 0.84 0.56 0.65 0.66 0.58 0.47 0.50 Avail Cap(c_a), veh/h 254 2283 1018 413 1300 1160 191 1100 1118 759 1300 1173 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 24.7 15.6 15.7 23.3 16.1 17.9 24.9 21.9 22.0 23.8 20.0 20.2 Incr Delay (d2), s/veh 2.1 0.0 0.1 2.4 0.4 1.5 1.4 2.6 2.6 0.6 1.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.3 0.4 2.3 2.8 4.3 0.9 2.2 2.2 1.2 1.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 15.6 15.8 25.7 16.5 19.5 26.4 24.5 24.6 24.3 21.0 21.4 LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 235 913 444 511
Approach Delay, s/veh 20.7 19.8 24.9 22.5
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.1 19.5 10.2 13.8 9.4 22.2 8.5 15.6 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 13.0 36.0 12.3 34.7 8.0 41.0 6.0 41.0 Max Q Clear Time (g_c+I1), s 7.9 3.3 5.2 7.5 5.3 15.5 4.2 6.7 Green Ext Time (p_c), s 0.1 0.5 0.2 1.4 0.0 1.7 0.0 1.2 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
60: Corral Hollow Rd & Valpico Rd/VALPICO RD. AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 57
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 149 151 231 192 98 120 199 36 72 334 14 Future Volume (veh/h) 12 149 151 231 192 98 120 199 36 72 334 14 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 1707 1900 1633 1900 1856 1870 1796 1737 1900 1870 1811 1900 Adj Flow Rate, veh/h 12 149 151 231 192 98 120 199 36 72 334 14 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, % 13 0 18 0327 1 10260
Cap, veh/h 20 296 260 294 719 352 150 569 101 99 590 276 Arrive On Green 0.01 0.16 0.16 0.16 0.31 0.31 0.09 0.20 0.20 0.06 0.17 0.17 Sat Flow, veh/h 1626 1805 1589 1810 2294 1122 1711 2800 498 1781 3441 1610 Grp Volume(v), veh/h 12 149 151 231 146 144 120 116 119 72 334 14 Grp Sat Flow(s),veh/h/ln1626 1805 1589 1810 1763 1653 1711 1650 1647 1781 1721 1610 Q Serve(g_s), s 0.3 2.9 3.4 4.7 2.4 2.5 2.7 2.3 2.4 1.5 3.4 0.3 Cycle Q Clear(g_c), s 0.3 2.9 3.4 4.7 2.4 2.5 2.7 2.3 2.4 1.5 3.4 0.3 Prop In Lane 1.00 1.00 1.00 0.68 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 20 296 260 294 553 519 150 335 335 99 590 276 V/C Ratio(X) 0.59 0.50 0.58 0.79 0.26 0.28 0.80 0.35 0.36 0.72 0.57 0.05 Avail Cap(c_a), veh/h 169 843 742 375 1006 944 222 770 769 231 1607 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 18.9 14.7 14.9 15.5 9.9 10.0 17.3 13.2 13.2 17.9 14.7 13.4 Incr Delay (d2), s/veh 24.3 1.3 2.0 8.2 0.3 0.3 12.0 0.6 0.6 9.6 0.9 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 0.2 1.1 1.1 2.2 0.7 0.7 1.3 0.7 0.7 0.8 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 16.0 16.9 23.7 10.2 10.2 29.2 13.8 13.8 27.5 15.5 13.4 LnGrp LOS D B B C B B C B B C B B
Approach Vol, veh/h 312 521 355 420
Approach Delay, s/veh 17.5 16.2 19.0 17.5
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.1 11.8 10.3 10.3 7.4 10.6 4.5 16.1 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 5.0 18.0 8.0 18.0 5.0 18.0 4.0 22.0 Max Q Clear Time (g_c+I1), s 3.5 4.4 6.7 5.4 4.7 5.4 2.3 4.5 Green Ext Time (p_c), s 0.0 0.6 0.1 0.9 0.0 1.2 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
61: Corral Hollow Rd & Samuel James Way AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 58
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 25 25 208 383 25
Future Volume (veh/h) 25 25 25 208 383 25
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 25 25 25 208 383 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 87 77 46 1893 1057 471
Arrive On Green 0.05 0.05 0.03 0.53 0.30 0.30
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 25 25 25 208 383 25
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 0.3 0.3 0.3 0.6 1.6 0.2
Cycle Q Clear(g_c), s 0.3 0.3 0.3 0.6 1.6 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 87 77 46 1893 1057 471
V/C Ratio(X) 0.29 0.32 0.54 0.11 0.36 0.05
Avail Cap(c_a), veh/h 373 332 373 5206 3719 1659
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 8.8 8.8 9.2 2.2 5.3 4.8
Incr Delay (d2), s/veh 1.8 2.4 9.4 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 0.1 0.2 0.0 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 11.2 18.6 2.2 5.5 4.8
LnGrp LOS B BBAAA
Approach Vol, veh/h 50 233 408
Approach Delay, s/veh 10.9 4.0 5.5
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 14.2 4.9 4.5 9.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 28.0 4.0 4.0 20.0
Max Q Clear Time (g_c+I1), s 2.6 2.3 2.3 3.6
Green Ext Time (p_c), s 1.1 0.0 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 5.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 59
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 20 25 84 20 157 25 153 25 72 546 15 Future Volume (veh/h) 25 20 25 84 20 157 25 153 25 72 546 15 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 1870 1856 1856 1870 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 25 20 25 84 20 157 25 153 25 72 546 15 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, % 3 32332333333
Cap, veh/h 64 117 146 157 38 296 64 854 381 143 1011 451 Arrive On Green 0.04 0.16 0.16 0.09 0.21 0.21 0.04 0.24 0.24 0.08 0.29 0.29 Sat Flow, veh/h 1767 750 937 1767 181 1419 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 25 0 45 84 0 177 25 153 25 72 546 15 Grp Sat Flow(s),veh/h/ln1767 0 1687 1767 0 1600 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 0.6 0.0 1.0 1.9 0.0 4.2 0.6 1.5 0.5 1.7 5.6 0.3 Cycle Q Clear(g_c), s 0.6 0.0 1.0 1.9 0.0 4.2 0.6 1.5 0.5 1.7 5.6 0.3 Prop In Lane 1.00 0.56 1.00 0.89 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 0 263 157 0 333 64 854 381 143 1011 451 V/C Ratio(X) 0.39 0.00 0.17 0.54 0.00 0.53 0.39 0.18 0.07 0.50 0.54 0.03 Avail Cap(c_a), veh/h 249 0 1348 332 0 1354 249 2354 1050 291 2371 1057 HCM Platoon Ratio 1.00 1.00 1.00 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 20.0 0.0 15.6 18.5 0.0 15.0 20.0 12.8 12.4 18.7 12.8 10.9 Incr Delay (d2), s/veh 3.9 0.0 0.3 2.8 0.0 1.3 3.9 0.1 0.1 2.7 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 0.4 0.8 0.0 1.4 0.3 0.4 0.2 0.7 1.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 15.9 21.4 0.0 16.3 23.9 12.9 12.5 21.5 13.4 11.0 LnGrp LOS C A B C A B C B B C B B
Approach Vol, veh/h 70 261 203 633
Approach Delay, s/veh 18.8 17.9 14.2 14.3
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 16.1 7.8 11.2 5.5 18.0 5.5 13.5 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 7.0 * 28 8.0 34.0 6.0 28.6 6.0 36.0 Max Q Clear Time (g_c+I1), s 3.7 3.5 3.9 3.0 2.6 7.6 2.6 6.2 Green Ext Time (p_c), s 0.0 1.3 0.1 0.2 0.0 4.6 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 15.4
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 60
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 25 67 482 25 25 25 110 20 25 727 25 Future Volume (veh/h) 20 25 67 482 25 25 25 110 20 25 727 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1589 1900 1900 1870 1900 Adj Flow Rate, veh/h 20 25 67 523 0 0 25 110 20 25 727 25 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, % 0 000000 2 10020
Cap, veh/h 52 48 129 670 497 0 63 895 477 63 1152 522
Arrive On Green 0.03 0.11 0.11 0.19 0.00 0.00 0.03 0.30 0.30 0.03 0.32 0.32 Sat Flow, veh/h 1810 456 1223 3619 1900 0 1810 3019 1610 1810 3554 1610 Grp Volume(v), veh/h 20 0 92 523 0 0 25 110 20 25 727 25 Grp Sat Flow(s),veh/h/ln1810 0 1680 1810 1900 0 1810 1509 1610 1810 1777 1610 Q Serve(g_s), s 0.6 0.0 2.8 7.4 0.0 0.0 0.7 1.4 0.5 0.7 9.4 0.6 Cycle Q Clear(g_c), s 0.6 0.0 2.8 7.4 0.0 0.0 0.7 1.4 0.5 0.7 9.4 0.6 Prop In Lane 1.00 0.73 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 52 0 177 670 497 0 63 895 477 63 1152 522 V/C Ratio(X) 0.38 0.00 0.52 0.78 0.00 0.00 0.40 0.12 0.04 0.40 0.63 0.05 Avail Cap(c_a), veh/h 201 0 1028 805 1374 0 201 1601 854 201 1983 899 HCM Platoon Ratio 1.00 1.00 1.00 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 25.7 0.0 22.8 20.9 0.0 0.0 25.5 13.9 13.5 25.5 15.5 12.5 Incr Delay (d2), s/veh 4.6 0.0 2.3 4.1 0.0 0.0 4.0 0.1 0.1 4.0 0.8 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 0.3 0.0 1.2 3.2 0.0 0.0 0.3 0.4 0.2 0.3 3.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 0.0 25.2 25.1 0.0 0.0 29.5 13.9 13.6 29.5 16.3 12.6 LnGrp LOS C A C C A A C B B C B B
Approach Vol, veh/h 112 523 155 777
Approach Delay, s/veh 26.1 25.1 16.4 16.6
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 21.8 14.0 10.8 5.9 23.3 5.6 19.2 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 28.6 12.0 33.0 6.0 30.1 6.0 39.0 Max Q Clear Time (g_c+I1), s 2.7 3.4 9.4 4.8 2.7 11.4 2.6 0.0 Green Ext Time (p_c), s 0.0 0.9 0.6 0.5 0.0 6.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
64: Corral Hollow Rd & W. Linne Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 61
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 164 20 452 494 115 35 111 202 25 515 311 Future Volume (veh/h) 80 164 20 452 494 115 35 111 202 25 515 311 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1707 1870 1144 1870 1796 1292 1544 1885 1870 Adj Flow Rate, veh/h 80 164 20 452 494 115 35 111 202 25 515 311 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, % 2 2 2 13 2 51 2 7 41 24 1 2
Cap, veh/h 101 406 49 580 729 169 56 1068 343 35 656 395 Arrive On Green 0.06 0.13 0.13 0.18 0.25 0.25 0.03 0.31 0.31 0.02 0.31 0.31 Sat Flow, veh/h 1781 3194 384 3155 2865 663 1781 3413 1095 1471 2149 1294 Grp Volume(v), veh/h 80 90 94 452 305 304 35 111 202 25 429 397 Grp Sat Flow(s),veh/h/ln1781 1777 1801 1577 1777 1751 1781 1706 1095 1471 1791 1652 Q Serve(g_s), s 2.0 2.1 2.2 6.2 7.0 7.1 0.9 1.0 7.1 0.8 9.9 10.0 Cycle Q Clear(g_c), s 2.0 2.1 2.2 6.2 7.0 7.1 0.9 1.0 7.1 0.8 9.9 10.0 Prop In Lane 1.00 0.21 1.00 0.38 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 101 226 229 580 452 445 56 1068 343 35 547 505 V/C Ratio(X) 0.79 0.40 0.41 0.78 0.68 0.68 0.63 0.10 0.59 0.71 0.78 0.79 Avail Cap(c_a), veh/h 274 704 713 625 782 771 157 1352 434 129 709 654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 21.2 18.2 18.3 17.7 15.3 15.3 21.7 11.1 13.1 22.0 14.4 14.4 Incr Delay (d2), s/veh 12.9 1.1 1.2 5.8 1.8 1.8 10.9 0.0 1.6 23.4 4.4 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 1.0 0.8 0.8 2.2 2.3 2.3 0.5 0.3 1.4 0.4 3.6 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 19.4 19.4 23.5 17.0 17.1 32.6 11.1 14.8 45.4 18.8 19.2 LnGrp LOS C B B C B B C B B D B B
Approach Vol, veh/h 264 1061 348 851
Approach Delay, s/veh 23.9 19.8 15.4 19.8
Approach LOS C B B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.1 18.2 12.4 9.8 5.4 17.9 6.6 15.6 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 4.0 18.0 9.0 18.0 4.0 18.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 2.8 9.1 8.2 4.2 2.9 12.0 4.0 9.1 Green Ext Time (p_c), s 0.0 0.8 0.2 0.6 0.0 1.9 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
65: Corral Hollow Rd & Sandhu Access AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 62
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 59 140 72 254 991 29
Future Volume (veh/h) 59 140 72 254 991 29
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 59 140 72 254 991 29
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 237 211 104 2216 1576 703
Arrive On Green 0.13 0.13 0.06 0.62 0.44 0.44
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 59 140 72 254 991 29
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 1.0 2.8 1.3 1.0 7.1 0.3
Cycle Q Clear(g_c), s 1.0 2.8 1.3 1.0 7.1 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 237 211 104 2216 1576 703
V/C Ratio(X) 0.25 0.66 0.69 0.11 0.63 0.04
Avail Cap(c_a), veh/h 974 867 216 3130 2267 1011
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.8 13.6 15.2 2.5 7.1 5.2
Incr Delay (d2), s/veh 0.5 3.5 7.8 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 0.3 0.2 0.6 0.0 1.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 17.1 23.0 2.5 7.5 5.2
LnGrp LOS B B C A A A
Approach Vol, veh/h 199 326 1020
Approach Delay, s/veh 16.0 7.1 7.4
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 24.5 8.4 5.9 18.6
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 3.0 4.8 3.3 9.1
Green Ext Time (p_c), s 1.4 0.5 0.0 5.5
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
66: CORRAL HOLLOW RD & Tracy Hills Dr/KT Access AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 63
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 20 307 113 26 80 108 213 129 112 977 47 Future Volume (veh/h) 68 20 307 113 26 80 108 213 129 112 977 47 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 20 307 113 66 53 108 213 129 112 977 47 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, % 2 22222222222
Cap, veh/h 907 25 381 147 137 116 193 1209 539 195 1211 540 Arrive On Green 0.26 0.25 0.25 0.08 0.07 0.07 0.06 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 98 1502 1781 1870 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 68 0 327 113 66 53 108 213 129 112 977 47 Grp Sat Flow(s),veh/h/ln1728 0 1600 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.9 0.0 11.5 3.7 2.0 1.5 1.8 2.5 2.4 1.9 15.0 1.2 Cycle Q Clear(g_c), s 0.9 0.0 11.5 3.7 2.0 1.5 1.8 2.5 2.4 1.9 15.0 1.2 Prop In Lane 1.00 0.94 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 907 0 405 147 137 116 193 1209 539 195 1211 540 V/C Ratio(X) 0.07 0.00 0.81 0.77 0.48 0.46 0.56 0.18 0.24 0.57 0.81 0.09 Avail Cap(c_a), veh/h 1040 0 669 328 563 477 231 1307 583 347 1426 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 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 16.6 0.0 21.0 26.9 26.6 16.8 27.5 13.9 6.4 27.5 17.9 13.4 Incr Delay (d2), s/veh 0.0 0.0 3.8 8.2 2.6 2.8 2.5 0.1 0.2 2.6 3.0 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 0.3 0.0 4.4 1.8 1.0 0.8 0.7 0.8 1.2 0.8 5.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.6 0.0 24.8 35.0 29.2 19.5 30.1 13.9 6.6 30.2 21.0 13.5 LnGrp LOS B A C D C B C B A C C B
Approach Vol, veh/h 395 232 450 1136
Approach Delay, s/veh 23.4 29.8 15.7 21.6
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 24.3 8.9 19.2 7.3 24.4 19.7 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 6.0 22.0 11.0 25.0 4.0 24.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 3.9 4.5 5.7 13.5 3.8 17.0 2.9 4.0 Green Ext Time (p_c), s 0.1 1.4 0.1 1.7 0.0 3.4 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
67: Corral Hollow Rd & I-580 WB On Ramp/I-580 WB Off Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 64
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 266 0 52 61 374 0 0 121 1383 Future Volume (veh/h) 0 0 0 266 0 52 61 374 0 0 121 1383 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 1870 1900 1574 1900 1544 0 0 1767 1856 Adj Flow Rate, veh/h 266 0 0 61 374 0 0 121 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, % 2 0 22 0 24 0 0 9 3
Cap, veh/h 299 0 1184 1165 0 0 202
Arrive On Green 0.17 0.00 0.00 0.65 0.75 0.00 0.00 0.06 0.00 Sat Flow, veh/h 1810 0 1334 1810 1544 0 0 3445 1572
Grp Volume(v), veh/h 266 0 0 61 374 0 0 121 0
Grp Sat Flow(s),veh/h/ln 1810 0 1334 1810 1544 0 0 1678 1572 Q Serve(g_s), s 14.4 0.0 0.0 1.2 7.8 0.0 0.0 3.5 0.0
Cycle Q Clear(g_c), s 14.4 0.0 0.0 1.2 7.8 0.0 0.0 3.5 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 299 0 1184 1165 0 0 202
V/C Ratio(X) 0.89 0.00 0.05 0.32 0.00 0.00 0.60
Avail Cap(c_a), veh/h 326 0 1184 1165 0 0 2215
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 0.97 0.97 0.00 0.00 0.68 0.00 Uniform Delay (d), s/veh 40.8 0.0 0.0 6.2 4.0 0.0 0.0 45.8 0.0 Incr Delay (d2), s/veh 23.3 0.0 0.0 0.0 0.7 0.0 0.0 8.7 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 %ile BackOfQ(50%),veh/ln 8.2 0.0 0.0 0.4 1.7 0.0 0.0 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 0.0 0.0 6.2 4.7 0.0 0.0 54.5 0.0 LnGrp LOS E A AAAAD
Approach Vol, veh/h 266 A 435 121 A
Approach Delay, s/veh 64.2 4.9 54.5
Approach LOS E A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 79.5 69.5 10.0 20.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 74.0 4.0 66.0 18.0
Max Q Clear Time (g_c+I1), s 9.8 3.2 5.5 16.4
Green Ext Time (p_c), s 1.4 0.0 0.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] 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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 65
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 0 25 0000 2 9 2 4 4 3 4 3 5 30 Future Volume (veh/h) 159 0 25 0000 2 9 2 4 4 3 4 3 5 30 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 1515 1159 1900 0 1900 1900 1485 1885 0 Adj Flow Rate, veh/h 159 0 25 0 292 44 34 353 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, % 26 50 0 0 0 0 28 1 0
Cap, veh/h 201 0 137 0 2390 1066 39 1408 0
Arrive On Green 0.14 0.00 0.14 0.00 0.66 0.66 0.03 0.75 0.00 Sat Flow, veh/h 1443 0 982 0 3705 1610 1414 1885 0
Grp Volume(v), veh/h 159 0 25 0 292 44 34 353 0
Grp Sat Flow(s),veh/h/ln1443 0 982 0 1805 1610 1414 1885 0 Q Serve(g_s), s 7.5 0.0 1.6 0.0 2.1 0.7 1.7 4.1 0.0
Cycle Q Clear(g_c), s 7.5 0.0 1.6 0.0 2.1 0.7 1.7 4.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 201 0 137 0 2390 1066 39 1408 0
V/C Ratio(X) 0.79 0.00 0.18 0.00 0.12 0.04 0.87 0.25 0.00 Avail Cap(c_a), veh/h 474 0 323 0 2390 1066 202 1408 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 29.2 0.0 26.6 0.0 4.4 4.1 33.9 2.8 0.0 Incr Delay (d2), s/veh 6.9 0.0 0.6 0.0 0.1 0.1 39.6 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 0.4 0.0 0.5 0.1 1.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 0.0 27.3 0.0 4.5 4.2 73.5 3.2 0.0 LnGrp LOS D A C AAAEAA
Approach Vol, veh/h 184 336 387
Approach Delay, s/veh 34.9 4.4 9.4
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s5.9 50.3 13.7 56.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 25.0 23.0 39.0
Max Q Clear Time (g_c+I1), s 3.7 4.1 9.5 6.1
Green Ext Time (p_c), s 0.0 1.3 0.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
70: TRACY BLVD & W. Sugar Rd AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 66
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 25 25 132 22 23 316
Future Vol, veh/h 25 25 132 22 23 316
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 25 25 132 22 23 316

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 505 143 0 0 154 0
Stage 1 143 -----
Stage 2 362 -----
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 516 889 - - 1391 -
Stage 1 870 -----
Stage 2 691 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 506 889 - - 1391 -
Mov Cap-2 Maneuver 506 -----
Stage 1 870 -----
Stage 2 677 -----

Approach WB NB SB
HCM Control Delay, s 11.1 0 0.5

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 645 1391 -
HCM Lane V/C Ratio - - 0.078 0.017 -
HCM Control Delay (s) - - 11.1 7.6 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0.1 -
Tracy Transportation Master Plan Update Future 2042
71: Tracy Blvd & W. Larch Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 67
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 65 36 34 72 25 263 161 257 33 259 26 Future Volume (veh/h) 25 65 36 34 72 25 263 161 257 33 259 26 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 1781 1856 1781 1856 1781 1781 1781 1781 1856 Adj Flow Rate, veh/h 25 65 36 34 72 25 263 161 257 33 259 26 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, % 333838388883
Cap, veh/h 39 148 125 47 112 39 830 1078 962 46 310 31
Arrive On Green 0.02 0.08 0.08 0.03 0.09 0.09 0.78 1.00 1.00 0.03 0.19 0.19 Sat Flow, veh/h 1767 1856 1572 1697 1316 457 1767 1692 1510 1697 1593 160 Grp Volume(v), veh/h 25 65 36 34 0 97 263 161 257 33 0 285 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1697 0 1773 1767 1692 1510 1697 0 1753 Q Serve(g_s), s 1.0 2.3 0.6 1.4 0.0 3.7 3.0 0.0 0.0 1.4 0.0 10.9 Cycle Q Clear(g_c), s 1.0 2.3 0.6 1.4 0.0 3.7 3.0 0.0 0.0 1.4 0.0 10.9 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 39 148 125 47 0 151 830 1078 962 46 0 341 V/C Ratio(X) 0.64 0.44 0.29 0.72 0.00 0.64 0.32 0.15 0.27 0.72 0.00 0.84 Avail Cap(c_a), veh/h 101 477 404 97 0 456 830 1078 962 121 0 451 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) 1.00 1.00 1.00 1.00 0.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.0 30.7 4.1 33.8 0.0 31.0 4.3 0.0 0.0 33.8 0.0 27.1 Incr Delay (d2), s/veh 16.4 2.1 1.2 19.0 0.0 4.5 0.2 0.3 0.6 18.8 0.0 20.9 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 0.6 1.1 0.6 0.8 0.0 1.7 0.9 0.1 0.2 0.8 0.0 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.3 32.8 5.3 52.7 0.0 35.5 4.5 0.3 0.6 52.6 0.0 48.0 LnGrp LOS D C A D A D A A A D A D
Approach Vol, veh/h 126 131 681 318
Approach Delay, s/veh 28.4 39.9 2.0 48.5
Approach LOS C D A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.9 48.6 5.9 9.6 36.9 17.6 5.5 10.0 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 27.0 4.0 18.0 14.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 3.4 2.0 3.4 4.3 5.0 12.9 3.0 5.7 Green Ext Time (p_c), s 0.0 2.8 0.0 0.3 0.5 0.7 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
72: Tracy Blvd & I-205 WB On-Ramp/I-205 WB Off-Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 68
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 701 0 449 120 216 0 0 305 67 Future Volume (veh/h) 0 0 0 701 0 449 120 216 0 0 305 67 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1781 1856 1781 0 0 1781 1781 Adj Flow Rate, veh/h 701 0 449 120 216 0 0 305 67
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 338380088
Cap, veh/h 1318 0 544 245 914 0 0 1063 230
Arrive On Green 0.37 0.00 0.36 0.14 1.00 0.00 0.00 0.77 0.74 Sat Flow, veh/h 3534 0 1510 3428 1781 0 0 2856 599
Grp Volume(v), veh/h 701 0 449 120 216 0 0 185 187
Grp Sat Flow(s),veh/h/ln 1767 0 1510 1714 1781 0 0 1692 1674 Q Serve(g_s), s 10.9 0.0 19.0 2.3 0.0 0.0 0.0 2.3 2.4
Cycle Q Clear(g_c), s 10.9 0.0 19.0 2.3 0.0 0.0 0.0 2.3 2.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.36
Lane Grp Cap(c), veh/h 1318 0 544 245 914 0 0 650 643
V/C Ratio(X) 0.53 0.00 0.83 0.49 0.24 0.00 0.00 0.28 0.29 Avail Cap(c_a), veh/h 1464 0 606 245 914 0 0 650 643
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.95 0.00 0.00 0.96 0.96 Uniform Delay (d), s/veh 17.2 0.0 20.4 28.8 0.0 0.0 0.0 5.3 5.5 Incr Delay (d2), s/veh 0.5 0.0 9.0 1.9 0.6 0.0 0.0 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 7.3 0.9 0.1 0.0 0.0 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 0.0 29.4 30.7 0.6 0.0 0.0 6.3 6.6 LnGrp LOS B A C C AAAAA
Approach Vol, veh/h 1150 336 372
Approach Delay, s/veh 22.2 11.4 6.4
Approach LOS C B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.9 9.0 30.9 30.1
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 32.1 5.0 23.1 28.1
Max Q Clear Time (g_c+I1), s 2.0 4.3 4.4 21.0
Green Ext Time (p_c), s 0.8 0.0 1.4 4.2
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
73: Tracy Blvd & I-205 EB Off-Ramp/I-205 EB On-Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 69
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 0 70 0000 2 5 1 3 5 7 2 4 6 7 6 10 Future Volume (veh/h) 62 0 70 0000 2 5 1 3 5 7 2 4 6 7 6 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 1856 1856 0 1856 1856 1781 1856 0 Adj Flow Rate, veh/h 62 0 70 0 251 357 246 761 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 3 3 033830
Cap, veh/h 149 0 112 0 464 414 795 2826 0
Arrive On Green 0.08 0.00 0.07 0.00 0.26 0.25 0.31 0.54 0.00 Sat Flow, veh/h 1767 0 1572 0 1856 1572 1697 3618 0
Grp Volume(v), veh/h 62 0 70 0 251 357 246 761 0
Grp Sat Flow(s),veh/h/ln1767 0 1572 0 1763 1572 1697 1763 0 Q Serve(g_s), s 2.3 0.0 3.0 0.0 8.6 15.2 7.7 8.2 0.0
Cycle Q Clear(g_c), s 2.3 0.0 3.0 0.0 8.6 15.2 7.7 8.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 149 0 112 0 464 414 795 2826 0
V/C Ratio(X) 0.42 0.00 0.63 0.00 0.54 0.86 0.31 0.27 0.00 Avail Cap(c_a), veh/h 528 0 449 0 481 429 795 2826 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 0.86 0.86 0.90 0.90 0.00 Uniform Delay (d), s/veh 30.4 0.0 31.6 0.0 22.2 25.0 15.4 5.1 0.0 Incr Delay (d2), s/veh 1.9 0.0 5.6 0.0 3.9 18.2 0.3 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 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.3 0.0 3.8 7.4 2.9 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.3 0.0 37.2 0.0 26.0 43.2 15.7 5.3 0.0 LnGrp LOS C A D A C D B A A
Approach Vol, veh/h 132 608 1007
Approach Delay, s/veh 34.9 36.1 7.8
Approach LOS C D A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 37.7 22.4 9.9 60.1
Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.9
Max Green Setting (Gmax), s 18.0 * 18 20.0 40.2
Max Q Clear Time (g_c+I1), s 9.7 17.2 5.0 10.2
Green Ext Time (p_c), s 0.8 0.3 0.4 3.8
Intersection Summary
HCM 6th Ctrl Delay 19.7
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
74: Tracy Blvd & GRANT LINE RD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 70
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 268 81 95 316 49 67 331 79 162 417 178 Future Volume (veh/h) 123 268 81 95 316 49 67 331 79 162 417 178 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 123 268 81 95 316 49 67 331 79 162 417 178 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, % 3 33333333333
Cap, veh/h 240 565 167 218 607 93 184 616 145 242 627 265 Arrive On Green 0.14 0.21 0.20 0.12 0.20 0.19 0.10 0.22 0.20 0.14 0.26 0.24 Sat Flow, veh/h 1767 2682 794 1767 3064 470 1767 2832 667 1767 2415 1020 Grp Volume(v), veh/h 123 174 175 95 180 185 67 204 206 162 303 292 Grp Sat Flow(s),veh/h/ln1767 1763 1713 1767 1763 1771 1767 1763 1736 1767 1763 1672 Q Serve(g_s), s 3.4 4.6 4.8 2.6 4.8 4.9 1.9 5.4 5.6 4.6 8.1 8.3 Cycle Q Clear(g_c), s 3.4 4.6 4.8 2.6 4.8 4.9 1.9 5.4 5.6 4.6 8.1 8.3 Prop In Lane 1.00 0.46 1.00 0.27 1.00 0.38 1.00 0.61
Lane Grp Cap(c), veh/h 240 372 361 218 349 351 184 383 377 242 458 434 V/C Ratio(X) 0.51 0.47 0.48 0.44 0.52 0.53 0.36 0.53 0.55 0.67 0.66 0.67 Avail Cap(c_a), veh/h 284 1082 1051 284 1082 1087 314 1098 1081 317 1118 1061 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 21.3 18.3 18.5 21.5 19.0 19.1 22.1 18.3 18.6 21.7 17.5 17.9 Incr Delay (d2), s/veh 0.6 0.9 1.0 0.5 1.2 1.2 0.4 1.2 1.2 1.5 1.6 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 1.7 1.7 1.0 1.8 1.9 0.7 2.1 2.1 1.8 3.1 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 19.2 19.5 22.0 20.1 20.3 22.5 19.5 19.8 23.2 19.2 19.7 LnGrp LOS C B B CCCCBBCBB
Approach Vol, veh/h 472 460 477 757
Approach Delay, s/veh 20.0 20.6 20.1 20.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.8 15.5 10.5 15.2 9.5 17.8 11.2 14.5 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 9.5 32.0 8.0 32.0 8.9 32.6 8.0 32.0 Max Q Clear Time (g_c+I1), s 6.6 7.6 4.6 6.8 3.9 10.3 5.4 6.9 Green Ext Time (p_c), s 0.1 1.6 0.0 1.3 0.0 2.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
75: TRACY BLVD & ELEVENTH ST. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 71
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 790 122 153 576 80 190 564 285 56 210 127 Future Volume (veh/h) 130 790 122 153 576 80 190 564 285 56 210 127 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 130 790 122 153 576 80 190 564 285 56 210 127 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, % 3 33333333333
Cap, veh/h 426 1095 488 439 1108 494 451 911 406 317 773 345 Arrive On Green 0.12 0.31 0.31 0.13 0.31 0.31 0.13 0.26 0.26 0.09 0.22 0.22 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 130 790 122 153 576 80 190 564 285 56 210 127 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 2.3 13.2 3.9 2.7 8.9 2.4 3.4 9.4 10.9 1.0 3.3 4.6 Cycle Q Clear(g_c), s 2.3 13.2 3.9 2.7 8.9 2.4 3.4 9.4 10.9 1.0 3.3 4.6 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 426 1095 488 439 1108 494 451 911 406 317 773 345 V/C Ratio(X) 0.30 0.72 0.25 0.35 0.52 0.16 0.42 0.62 0.70 0.18 0.27 0.37 Avail Cap(c_a), veh/h 464 1907 851 469 1912 853 562 1955 872 464 1854 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 20.4 17.1 26.5 18.7 16.5 26.6 21.8 22.4 27.9 21.6 22.1 Incr Delay (d2), s/veh 0.1 0.7 0.2 0.2 0.3 0.1 0.2 0.3 0.8 0.1 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 5.1 1.3 1.1 3.4 0.8 1.3 3.6 3.8 0.4 1.3 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 21.1 17.3 26.7 19.0 16.6 26.8 22.0 23.2 28.0 21.6 22.3 LnGrp LOS C C B C B B CCCCCC
Approach Vol, veh/h 1042 809 1039 393
Approach Delay, s/veh 21.3 20.2 23.2 22.8
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.0 24.2 12.3 18.1 11.8 24.4 9.7 20.7 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 8.1 34.0 9.9 33.0 8.0 34.1 8.0 34.9 Max Q Clear Time (g_c+I1), s 4.7 15.2 5.4 6.6 4.3 10.9 3.0 12.9 Green Ext Time (p_c), s 0.1 3.4 0.2 0.8 0.1 2.4 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 21.8
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 72
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 25 25 76 20 35 20 1033 216 42 384 20 Future Volume (veh/h) 20 25 25 76 20 35 20 1033 216 42 384 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 20 25 25 76 20 35 20 1033 0 42 384 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, % 3 33333333333
Cap, veh/h 148 134 98 248 67 68 70 1522 129 1625 84
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.04 0.43 0.00 0.07 0.48 0.48 Sat Flow, veh/h 259 804 591 716 404 408 1767 3618 0 1767 3409 177 Grp Volume(v), veh/h 70 0 0 131 0 0 20 1033 0 42 198 206 Grp Sat Flow(s),veh/h/ln1654 0 0 1529 0 0 1767 1763 0 1767 1763 1824 Q Serve(g_s), s 0.0 0.0 0.0 1.7 0.0 0.0 0.5 10.4 0.0 1.0 2.9 2.9 Cycle Q Clear(g_c), s 1.5 0.0 0.0 3.3 0.0 0.0 0.5 10.4 0.0 1.0 2.9 2.9 Prop In Lane 0.29 0.36 0.58 0.27 1.00 0.00 1.00 0.10
Lane Grp Cap(c), veh/h 380 0 0 383 0 0 70 1522 129 840 869 V/C Ratio(X) 0.18 0.00 0.00 0.34 0.00 0.00 0.29 0.68 0.33 0.24 0.24 Avail Cap(c_a), veh/h 982 0 0 940 0 0 325 2306 325 1153 1193 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.0 0.0 0.0 16.6 0.0 0.0 20.6 10.1 0.0 19.4 6.8 6.8 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 0.0 0.0 0.8 0.5 0.0 0.5 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 0.5 0.0 0.0 1.1 0.0 0.0 0.2 2.9 0.0 0.4 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 0.0 0.0 17.0 0.0 0.0 21.4 10.6 0.0 19.9 6.9 6.9 LnGrp LOS B AABAACB BAA
Approach Vol, veh/h 70 131 1053 A 446
Approach Delay, s/veh 16.0 17.0 10.8 8.2
Approach LOS BBBA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.2 24.0 11.8 6.2 26.0 11.8
Change Period (Y+Rc), s 5.0 * 5 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 8.1 * 29 24.1 8.1 28.8 24.1 Max Q Clear Time (g_c+I1), s 3.0 12.4 3.5 2.5 4.9 5.3
Green Ext Time (p_c), s 0.0 6.6 0.2 0.0 2.3 0.5
Intersection Summary
HCM 6th Ctrl Delay 10.8
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 AM Peak Hour HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 73
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 20 25 40 20 48 20 971 121 55 359 12 Future Vol, veh/h 59 20 25 40 20 48 20 971 121 55 359 12 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 5 0-- 1 2 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 33333333333
Mvmt Flow 59 20 25 40 20 48 20 971 121 55 359 12

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1011 1607 186 1372 1553 546 371 0 0 1092 0 0 Stage 1 475 475 - 1072 1072 -------
Stage 2 536 1132 - 300 481 -------
Critical Hdwy 5 55555 4.16 - - 4.16 - -
Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 -------
Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 -------
Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 395 207 909 276 218 645 1177 - - 629 - - Stage 1 537 553 - 234 293 -------
Stage 2 494 274 - 681 550 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 311 186 909 227 196 645 1177 - - 629 - - Mov Cap-2 Maneuver 311 186 - 227 196 -------
Stage 1 528 505 - 230 288 -------
Stage 2 418 269 - 580 502 -------

Approach EB WB NB SB
HCM Control Delay, s 21.6 23 0.1 1.5

HCM LOS C C

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1177 - - 320 306 629 - -
HCM Lane V/C Ratio 0.017 - - 0.325 0.353 0.087 - -
HCM Control Delay (s) 8.1 - - 21.6 23 11.3 - -
HCM Lane LOS A - - C C B - -
HCM 95th %tile Q(veh) 0.1 - - 1.4 1.5 0.3 - -
Tracy Transportation Master Plan Update Future 2042
78: TRACY BLVD & SCHULTE ROAD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 74
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 292 79 103 431 92 208 794 149 36 297 63 Future Volume (veh/h) 248 292 79 103 431 92 208 794 149 36 297 63 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 248 292 79 103 431 92 208 794 149 36 297 63 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, % 333333333333
Cap, veh/h 295 772 205 155 582 123 172 1044 466 77 855 382 Arrive On Green 0.17 0.28 0.28 0.09 0.20 0.20 0.10 0.30 0.30 0.04 0.24 0.24 Sat Flow, veh/h 1767 2754 732 1767 2895 613 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 248 185 186 103 261 262 208 794 149 36 297 63 Grp Sat Flow(s),veh/h/ln 1767 1763 1724 1767 1763 1745 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 9.1 5.6 5.8 3.8 9.3 9.4 6.5 13.7 4.9 1.3 4.7 2.1 Cycle Q Clear(g_c), s 9.1 5.6 5.8 3.8 9.3 9.4 6.5 13.7 4.9 1.3 4.7 2.1 Prop In Lane 1.00 0.42 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 494 483 155 354 351 172 1044 466 77 855 382 V/C Ratio(X) 0.84 0.37 0.38 0.67 0.74 0.75 1.21 0.76 0.32 0.47 0.35 0.17 Avail Cap(c_a), veh/h 720 845 826 821 945 936 172 1663 742 159 1637 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 26.9 19.3 19.4 29.5 25.0 25.1 30.1 21.3 18.3 31.2 20.9 19.9 Incr Delay (d2), s/veh 2.5 0.5 0.5 1.8 3.0 3.2 135.9 1.2 0.4 1.6 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 3.7 2.1 2.2 1.6 3.8 3.8 9.1 5.3 1.7 0.6 1.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 19.8 19.9 31.4 28.0 28.3 166.0 22.5 18.7 32.8 21.1 20.1 LnGrp LOS C B B C C C F C B C C C
Approach Vol, veh/h 619 626 1151 396
Approach Delay, s/veh 23.7 28.7 47.9 22.0
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 18.9 7.4 24.8 10.3 24.2 11.0 21.2 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 27.2 35.8 6.0 31.5 31.0 32.0 6.5 31.0 Max Q Clear Time (g_c+I1), s 11.1 11.4 3.3 15.7 5.8 7.8 8.5 6.7 Green Ext Time (p_c), s 0.2 2.0 0.0 4.1 0.1 1.4 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
79: TRACY BLVD & Central Ave AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 75
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 131 62 93 25 67 27 983 278 25 392 24 Future Volume (veh/h) 47 131 62 93 25 67 27 983 278 25 392 24 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 47 131 62 93 25 67 27 983 278 25 392 24 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, % 3 33333333333
Cap, veh/h 121 169 80 168 75 202 82 1258 354 78 1554 95 Arrive On Green 0.07 0.14 0.14 0.10 0.17 0.17 0.05 0.46 0.46 0.04 0.46 0.46 Sat Flow, veh/h 1767 1191 563 1767 446 1195 1767 2716 765 1767 3375 206 Grp Volume(v), veh/h 47 0 193 93 0 92 27 637 624 25 204 212 Grp Sat Flow(s),veh/h/ln1767 0 1754 1767 0 1640 1767 1763 1718 1767 1763 1818 Q Serve(g_s), s 1.8 0.0 7.5 3.5 0.0 3.5 1.0 21.4 21.6 1.0 5.0 5.0 Cycle Q Clear(g_c), s 1.8 0.0 7.5 3.5 0.0 3.5 1.0 21.4 21.6 1.0 5.0 5.0 Prop In Lane 1.00 0.32 1.00 0.73 1.00 0.45 1.00 0.11
Lane Grp Cap(c), veh/h 121 0 249 168 0 277 82 817 796 78 812 838 V/C Ratio(X) 0.39 0.00 0.78 0.55 0.00 0.33 0.33 0.78 0.78 0.32 0.25 0.25 Avail Cap(c_a), veh/h 203 0 715 218 0 683 203 914 891 203 914 943 HCM Platoon Ratio 1.00 1.00 1.00 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 31.4 0.0 29.1 30.4 0.0 25.8 32.5 15.9 15.9 32.6 11.6 11.6 Incr Delay (d2), s/veh 0.8 0.0 2.0 1.1 0.0 0.3 0.8 4.6 4.9 0.9 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 0.8 0.0 3.1 1.5 0.0 1.3 0.4 8.2 8.1 0.4 1.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 0.0 31.1 31.5 0.0 26.0 33.3 20.5 20.8 33.5 11.9 11.9 LnGrp LOS C A C C A CCCCCBB
Approach Vol, veh/h 240 185 1288 441
Approach Delay, s/veh 31.3 28.8 20.9 13.1
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.6 37.1 11.2 14.5 7.8 36.9 9.3 16.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.1 36.5 8.7 28.7 8.1 36.5 8.1 29.3 Max Q Clear Time (g_c+I1), s 3.0 23.6 5.5 9.5 3.0 7.0 3.8 5.5 Green Ext Time (p_c), s 0.0 9.0 0.0 0.4 0.0 4.1 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 21.1
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. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 76
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 222 139 258 277 269 155 584 121 167 470 91 Future Volume (veh/h) 96 222 139 258 277 269 155 584 121 167 470 91 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1870 1870 1870 1900 1885 1826 1870 1856 1900 Adj Flow Rate, veh/h 96 222 139 258 277 269 155 584 121 167 470 91 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, % 1 11222015230
Cap, veh/h 185 459 276 432 837 373 214 866 374 213 718 138 Arrive On Green 0.10 0.21 0.21 0.12 0.24 0.24 0.12 0.24 0.24 0.12 0.24 0.24 Sat Flow, veh/h 1795 2151 1292 3456 3554 1585 1810 3582 1547 1781 2949 568 Grp Volume(v), veh/h 96 183 178 258 277 269 155 584 121 167 280 281 Grp Sat Flow(s),veh/h/ln1795 1791 1653 1728 1777 1585 1810 1791 1547 1781 1763 1753 Q Serve(g_s), s 3.2 5.7 6.0 4.5 4.1 9.9 5.2 9.4 4.1 5.8 9.0 9.1 Cycle Q Clear(g_c), s 3.2 5.7 6.0 4.5 4.1 9.9 5.2 9.4 4.1 5.8 9.0 9.1 Prop In Lane 1.00 0.78 1.00 1.00 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 185 382 353 432 837 373 214 866 374 213 429 427 V/C Ratio(X) 0.52 0.48 0.50 0.60 0.33 0.72 0.73 0.67 0.32 0.78 0.65 0.66 Avail Cap(c_a), veh/h 227 1047 966 437 2077 926 243 2121 916 239 1044 1038 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 26.9 21.8 21.9 26.2 20.1 22.3 26.9 21.7 19.7 27.1 21.5 21.6 Incr Delay (d2), s/veh 0.8 1.1 1.3 1.5 0.3 3.2 7.0 1.1 0.6 12.1 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 2.3 2.2 1.8 1.5 3.6 2.4 3.5 1.4 3.0 3.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.7 22.9 23.3 27.7 20.4 25.5 34.0 22.9 20.3 39.2 23.6 23.7 LnGrp LOS C CCCCCCCCDCC
Approach Vol, veh/h 457 804 860 728
Approach Delay, s/veh 24.1 24.4 24.5 27.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.1 20.3 12.4 18.5 12.0 20.4 11.0 19.9 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 8.5 37.5 8.0 37.0 8.5 37.5 8.0 37.0 Max Q Clear Time (g_c+I1), s 7.8 11.4 6.5 8.0 7.2 11.1 5.2 11.9 Green Ext Time (p_c), s 0.0 4.0 0.1 1.8 0.0 2.8 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 25.1
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 77
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 435 36 35 42 95 276 96 297 34 122 489 221 Future Volume (veh/h) 435 36 35 42 95 276 96 297 34 122 489 221 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 435 36 35 42 95 276 96 297 34 122 489 221 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, % 3 33333333333
Cap, veh/h 423 350 340 80 392 332 122 795 90 141 614 276 Arrive On Green 0.24 0.41 0.41 0.05 0.21 0.21 0.07 0.25 0.25 0.08 0.26 0.26 Sat Flow, veh/h 1767 864 840 1767 1856 1572 1767 3191 362 1767 2364 1063 Grp Volume(v), veh/h 435 0 71 42 95 276 96 163 168 122 364 346 Grp Sat Flow(s),veh/h/ln1767 0 1704 1767 1856 1572 1767 1763 1790 1767 1763 1664 Q Serve(g_s), s 19.5 0.0 2.1 1.9 3.5 13.7 4.4 6.2 6.3 5.6 15.7 15.8 Cycle Q Clear(g_c), s 19.5 0.0 2.1 1.9 3.5 13.7 4.4 6.2 6.3 5.6 15.7 15.8 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.20 1.00 0.64
Lane Grp Cap(c), veh/h 423 0 691 80 392 332 122 439 446 141 458 432 V/C Ratio(X) 1.03 0.00 0.10 0.53 0.24 0.83 0.79 0.37 0.38 0.87 0.79 0.80 Avail Cap(c_a), veh/h 423 0 874 145 660 559 130 584 593 141 595 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 31.0 0.0 15.0 38.1 26.7 30.8 37.3 25.3 25.4 37.1 28.1 28.2 Incr Delay (d2), s/veh 51.4 0.0 0.1 2.0 0.4 6.4 22.7 0.6 0.6 38.1 6.1 6.7 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 14.0 0.0 0.8 0.9 1.5 5.6 2.5 2.5 2.6 3.8 6.8 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.4 0.0 15.1 40.1 27.1 37.2 60.0 26.0 26.0 75.2 34.2 34.9 LnGrp LOS F A B D C D E C C E C C
Approach Vol, veh/h 506 413 427 832
Approach Delay, s/veh 73.0 35.2 33.6 40.5
Approach LOS E D C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 24.8 8.2 37.5 10.1 25.7 24.0 21.7 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 6.5 27.0 6.7 41.8 6.0 27.5 19.5 29.0 Max Q Clear Time (g_c+I1), s 7.6 8.3 3.9 4.1 6.4 17.8 21.5 15.7 Green Ext Time (p_c), s 0.0 1.9 0.0 0.5 0.0 3.3 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 45.7
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 AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 78
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 21 25 260 44 125 554
Future Vol, veh/h 21 25 260 44 125 554
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 100 - - 120 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 33333
Mvmt Flow 21 25 260 44 125 554

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 809 152 0 0 304 0
Stage 1 282 -----
Stage 2 527 -----
Critical Hdwy 6.86 6.96 - - 4.16 -
Critical Hdwy Stg 1 5.86 -----
Critical Hdwy Stg 2 5.86 -----
Follow-up Hdwy 3.53 3.33 - - 2.23 -
Pot Cap-1 Maneuver 316 864 - - 1246 -
Stage 1 738 -----
Stage 2 554 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 284 864 - - 1246 -
Mov Cap-2 Maneuver 284 -----
Stage 1 738 -----
Stage 2 499 -----

Approach WB NB SB
HCM Control Delay, s 13.6 0 1.5

HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 284 864 1246 -
HCM Lane V/C Ratio - - 0.074 0.029 0.1 -
HCM Control Delay (s) - - 18.7 9.3 8.2 -
HCM Lane LOS - - C A A -
HCM 95th %tile Q(veh) - - 0.2 0.1 0.3 -
Tracy Transportation Master Plan Update Future 2042
83: TRACY BLVD & LINNE AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 79
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 146 269 25 25 726 122 25 36 25 238 25 355 Future Volume (veh/h) 146 269 25 25 726 122 25 36 25 238 25 355 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 146 269 25 25 726 122 25 36 25 238 25 355 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, % 333333333333
Cap, veh/h 728 1314 121 606 1216 204 364 348 242 653 36 506 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 1251 3263 301 1077 3020 507 995 1020 708 1331 105 1484 Grp Volume(v), veh/h 146 144 150 25 424 424 25 0 61 238 0 380 Grp Sat Flow(s),veh/h/ln 625 1763 1801 1077 1763 1764 995 0 1728 1331 0 1588 Q Serve(g_s), s 3.2 1.7 1.7 0.5 5.9 5.9 0.7 0.0 0.8 4.6 0.0 6.5 Cycle Q Clear(g_c), s 9.2 1.7 1.7 2.2 5.9 5.9 7.2 0.0 0.8 5.4 0.0 6.5 Prop In Lane 1.00 0.17 1.00 0.29 1.00 0.41 1.00 0.93
Lane Grp Cap(c), veh/h 728 710 725 606 710 710 364 0 590 653 0 542 V/C Ratio(X) 0.20 0.20 0.21 0.04 0.60 0.60 0.07 0.00 0.10 0.36 0.00 0.70 Avail Cap(c_a), veh/h 945 1016 1038 793 1016 1017 630 0 1051 1008 0 966 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 10.9 6.1 6.1 6.8 7.3 7.3 12.0 0.0 7.0 8.9 0.0 8.9 Incr Delay (d2), s/veh 0.1 0.1 0.1 0.0 0.8 0.8 0.1 0.0 0.1 0.3 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.1 1.1 1.1 0.1 0.0 0.2 0.9 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.1 6.2 6.2 6.8 8.1 8.1 12.1 0.0 7.1 9.2 0.0 10.6 LnGrp LOS BAAAAABAAAAB
Approach Vol, veh/h 440 873 86 618
Approach Delay, s/veh 7.8 8.1 8.6 10.0
Approach LOS AAAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 14.7 16.6 14.7 16.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 18.0 19.0 18.0
Max Q Clear Time (g_c+I1), s 9.2 11.2 8.5 7.9
Green Ext Time (p_c), s 0.2 1.4 2.2 2.7
Intersection Summary
HCM 6th Ctrl Delay 8.7
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 80
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 251 714 85 124 640 55 64 358 117 39 97 63 Future Volume (veh/h) 251 714 85 124 640 55 64 358 117 39 97 63 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 251 714 85 124 640 55 64 358 117 39 97 63 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, % 3 33333333333
Cap, veh/h 297 1054 125 158 809 69 81 397 130 54 521 441 Arrive On Green 0.17 0.33 0.33 0.09 0.25 0.25 0.05 0.30 0.30 0.03 0.28 0.28 Sat Flow, veh/h 1767 3173 377 1767 3286 282 1767 1339 438 1767 1856 1572 Grp Volume(v), veh/h 251 396 403 124 343 352 64 0 475 39 97 63 Grp Sat Flow(s),veh/h/ln1767 1763 1788 1767 1763 1805 1767 0 1777 1767 1856 1572 Q Serve(g_s), s 9.6 13.5 13.5 4.8 12.7 12.7 2.5 0.0 17.8 1.5 2.8 2.1 Cycle Q Clear(g_c), s 9.6 13.5 13.5 4.8 12.7 12.7 2.5 0.0 17.8 1.5 2.8 2.1 Prop In Lane 1.00 0.21 1.00 0.16 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 297 585 594 158 434 444 81 0 526 54 521 441 V/C Ratio(X) 0.85 0.68 0.68 0.79 0.79 0.79 0.79 0.00 0.90 0.72 0.19 0.14 Avail Cap(c_a), veh/h 382 835 847 229 683 699 206 0 678 104 601 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 20.0 20.0 31.0 24.5 24.5 32.8 0.0 23.5 33.4 19.0 18.7 Incr Delay (d2), s/veh 10.7 1.4 1.4 6.2 3.3 3.3 6.1 0.0 11.3 6.7 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 4.7 5.3 5.4 2.2 5.4 5.5 1.2 0.0 8.6 0.7 1.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 21.4 21.4 37.2 27.8 27.8 38.9 0.0 34.8 40.1 19.0 18.8 LnGrp LOS D CCDCCDACDBB
Approach Vol, veh/h 1050 819 539 199
Approach Delay, s/veh 25.5 29.2 35.3 23.1
Approach LOS CCDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.2 21.6 7.7 24.0 10.2 27.6 6.6 25.1 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 15.0 * 27 8.1 22.5 9.0 32.9 4.1 26.5 Max Q Clear Time (g_c+I1), s 11.6 14.7 4.5 4.8 6.8 15.5 3.5 19.8 Green Ext Time (p_c), s 0.2 2.4 0.0 0.3 0.0 3.3 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 28.5
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
85: CENTRAL AVE & SCHULTE ROAD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 81
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 193 302 34 34 476 127 30 411 80 20 72 71 Future Volume (veh/h) 193 302 34 34 476 127 30 411 80 20 72 71 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 193 302 34 34 476 127 30 411 80 20 72 71 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, % 3 33333333333
Cap, veh/h 213 1005 112 77 654 173 70 484 94 50 265 262 Arrive On Green 0.12 0.31 0.31 0.04 0.24 0.24 0.04 0.32 0.32 0.03 0.31 0.31 Sat Flow, veh/h 1767 3197 357 1767 2756 731 1767 1509 294 1767 858 846 Grp Volume(v), veh/h 193 165 171 34 303 300 30 0 491 20 0 143 Grp Sat Flow(s),veh/h/ln1767 1763 1791 1767 1763 1724 1767 0 1803 1767 0 1703 Q Serve(g_s), s 6.3 4.1 4.2 1.1 9.2 9.3 1.0 0.0 14.8 0.6 0.0 3.7 Cycle Q Clear(g_c), s 6.3 4.1 4.2 1.1 9.2 9.3 1.0 0.0 14.8 0.6 0.0 3.7 Prop In Lane 1.00 0.20 1.00 0.42 1.00 0.16 1.00 0.50
Lane Grp Cap(c), veh/h 213 554 563 77 419 409 70 0 578 50 0 527 V/C Ratio(X) 0.91 0.30 0.30 0.44 0.72 0.73 0.43 0.00 0.85 0.40 0.00 0.27 Avail Cap(c_a), veh/h 213 759 771 183 729 713 183 0 807 183 0 763 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.2 15.1 15.1 27.1 20.4 20.4 27.2 0.0 18.4 27.7 0.0 15.1 Incr Delay (d2), s/veh 36.2 0.4 0.4 1.5 2.9 3.1 1.5 0.0 6.7 1.9 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 4.5 1.5 1.5 0.4 3.6 3.6 0.4 0.0 6.5 0.3 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 15.4 15.4 28.5 23.3 23.5 28.8 0.0 25.1 29.6 0.0 15.4 LnGrp LOS E B B CCCCACCAB
Approach Vol, veh/h 529 637 521 163
Approach Delay, s/veh 32.2 23.7 25.3 17.2
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.0 18.3 6.3 22.5 6.5 22.8 5.7 23.1 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 7.0 24.0 6.0 26.0 6.0 25.0 6.0 26.0 Max Q Clear Time (g_c+I1), s 8.3 11.3 3.0 5.7 3.1 6.2 2.6 16.8 Green Ext Time (p_c), s 0.0 2.5 0.0 0.6 0.0 1.4 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
86: MACARTHUR DRIVE (N) & Arbor Ave AM Peak Hour
HCM 6th AWSC Synchro 11 Report
Kimley-Horn Page 82
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 53 25 25 25 25 29 25 106 20 266 29 Future Vol, veh/h 25 53 25 25 25 25 29 25 106 20 266 29 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 Heavy Vehicles, % 3 88883838333
Mvmt Flow 25 53 25 25 25 25 29 25 106 20 266 29
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.9 8.8 8.7 10.6

HCM LOS A A A B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 18% 24% 33% 6%
Vol Thru, % 16% 51% 33% 84%
Vol Right, % 66% 24% 33% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 160 103 75 315
LT Vol 29 25 25 20
Through Vol 25 53 25 266
RT Vol 106 25 25 29
Lane Flow Rate 160 103 75 315
Geometry Grp 1111
Degree of Util (X) 0.199 0.144 0.107 0.397
Departure Headway (Hd) 4.485 5.032 5.122 4.538
Convergence, Y/N Yes Yes Yes Yes
Cap 797 709 695 791
Service Time 2.534 3.092 3.185 2.58
HCM Lane V/C Ratio 0.201 0.145 0.108 0.398
HCM Control Delay 8.7 8.9 8.8 10.6
HCM Lane LOS AAAB
HCM 95th-tile Q 0.7 0.5 0.4 1.9
Tracy Transportation Master Plan Update Future 2042
87: MACARTHUR DRIVE (N) & I-205 WEST ON RAMP/I-205 WEST OFF RAMP AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 83
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 791 0 82 232 56 0 0 283 78 Future Volume (veh/h) 0 0 0 791 0 82 232 56 0 0 283 78
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 1856 1781 1678 1781 0 0 1781 1781 Adj Flow Rate, veh/h 791 0 82 232 56 0 0 283 78
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 15 3 8 15 80088
Cap, veh/h 743 0 77 335 728 0 0 315 87
Arrive On Green 0.47 0.00 0.47 0.11 0.41 0.00 0.00 0.23 0.23 Sat Flow, veh/h 1583 0 164 3100 1781 0 0 1344 370
Grp Volume(v), veh/h 873 0 0 232 56 0 0 0 361
Grp Sat Flow(s),veh/h/ln 1747 0 0 1550 1781 0 0 0 1715
Q Serve(g_s), s 35.0 0.0 0.0 5.4 1.4 0.0 0.0 0.0 15.2
Cycle Q Clear(g_c), s 35.0 0.0 0.0 5.4 1.4 0.0 0.0 0.0 15.2 Prop In Lane 0.91 0.09 1.00 0.00 0.00 0.22
Lane Grp Cap(c), veh/h 820 0 0 335 728 0 0 0 402
V/C Ratio(X) 1.06 0.00 0.00 0.69 0.08 0.00 0.00 0.00 0.90 Avail Cap(c_a), veh/h 820 0 0 1247 728 0 0 0 575
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 0.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 0.0 32.0 13.5 0.0 0.0 0.0 27.7 Incr Delay (d2), s/veh 50.1 0.0 0.0 1.9 0.0 0.0 0.0 0.0 10.1 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 23.6 0.0 0.0 2.0 0.5 0.0 0.0 0.0 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.8 0.0 0.0 34.0 13.5 0.0 0.0 0.0 37.8 LnGrp LOS F A A C BAAAD
Approach Vol, veh/h 873 288 361
Approach Delay, s/veh 69.8 30.0 37.8
Approach LOS E C D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 35.4 13.0 22.4 39.2
Change Period (Y+Rc), s 4.9 4.9 4.9 4.2
Max Green Setting (Gmax), s 25.0 30.0 25.0 35.0
Max Q Clear Time (g_c+I1), s 3.4 7.4 17.2 37.0
Green Ext Time (p_c), s 0.1 0.8 0.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.7
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
88: MACARTHUR DRIVE (N) & I-205 EAST OFF RAMP/I-205 EAST ON RAMP AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 84
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 0 315 0000 2 0 4 4 0 0 1 2 6 9 5 70 Future Volume (veh/h) 52 0 315 0000 2 0 4 4 0 0 1 2 6 9 5 70 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 1856 1678 0 1678 1678 1781 1678 0 Adj Flow Rate, veh/h 52 0 315 0 204 400 126 957 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 3 15 0 15 15 8 15 0
Cap, veh/h 61 0 371 0 1198 534 164 1756 0
Arrive On Green 0.27 0.00 0.27 0.00 0.38 0.38 0.10 0.55 0.00 Sat Flow, veh/h 226 0 1371 0 3272 1422 1697 3272 0
Grp Volume(v), veh/h 367 0 0 0 204 400 126 957 0
Grp Sat Flow(s),veh/h/ln1597 0 0 0 1594 1422 1697 1594 0 Q Serve(g_s), s 11.1 0.0 0.0 0.0 2.2 12.5 3.7 9.8 0.0
Cycle Q Clear(g_c), s 11.1 0.0 0.0 0.0 2.2 12.5 3.7 9.8 0.0 Prop In Lane 0.14 0.86 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 432 0 0 0 1198 534 164 1756 0
V/C Ratio(X) 0.85 0.00 0.00 0.00 0.17 0.75 0.77 0.54 0.00 Avail Cap(c_a), veh/h 783 0 0 0 3438 1534 499 3438 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 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.6 0.0 0.0 0.0 10.6 13.8 22.5 7.3 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.0 0.1 3.0 7.3 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 0.0 0.0 0.6 3.5 1.6 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 0.0 0.0 10.7 16.8 29.7 7.7 0.0 LnGrp LOS B A A A B B C A A
Approach Vol, veh/h 367 604 1083
Approach Delay, s/veh 19.4 14.8 10.3
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.9 24.1 18.0 33.0
Change Period (Y+Rc), s 4.0 4.9 * 4.2 4.9
Max Green Setting (Gmax), s 15.0 55.0 * 25 55.0
Max Q Clear Time (g_c+I1), s 5.7 14.5 13.1 11.8
Green Ext Time (p_c), s 0.2 4.7 0.8 8.5
Intersection Summary
HCM 6th Ctrl Delay 13.2
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
89: MACARTHUR DRIVE (N) & PESCADERO AVE AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 85
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 20 34 43 25 123 25 413 64 268 900 25 Future Volume (veh/h) 25 20 34 43 25 123 25 413 64 268 900 25 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 1678 1856 1678 1856 1678 1678 1678 1678 1856 Adj Flow Rate, veh/h 25 20 34 43 25 123 25 413 64 268 900 25 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, % 3 3 3 15 3 15 3 15 15 15 15 3
Cap, veh/h 80 119 203 109 401 307 80 841 129 404 1239 611 Arrive On Green 0.05 0.19 0.19 0.07 0.22 0.22 0.05 0.30 0.30 0.13 0.39 0.39 Sat Flow, veh/h 1767 617 1049 1598 1856 1422 1767 2769 426 3100 3188 1572 Grp Volume(v), veh/h 25 0 54 43 25 123 25 237 240 268 900 25 Grp Sat Flow(s),veh/h/ln1767 0 1667 1598 1856 1422 1767 1594 1601 1550 1594 1572 Q Serve(g_s), s 0.8 0.0 1.6 1.6 0.7 4.5 0.8 7.4 7.5 5.0 14.6 0.6 Cycle Q Clear(g_c), s 0.8 0.0 1.6 1.6 0.7 4.5 0.8 7.4 7.5 5.0 14.6 0.6 Prop In Lane 1.00 0.63 1.00 1.00 1.00 0.27 1.00 1.00
Lane Grp Cap(c), veh/h 80 0 322 109 401 307 80 484 486 404 1239 611 V/C Ratio(X) 0.31 0.00 0.17 0.40 0.06 0.40 0.31 0.49 0.49 0.66 0.73 0.04 Avail Cap(c_a), veh/h 233 0 933 211 1039 796 233 761 765 536 1654 816 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 28.1 0.0 20.4 27.1 18.9 20.4 28.1 17.3 17.3 25.1 15.8 11.5 Incr Delay (d2), s/veh 0.8 0.0 0.2 0.9 0.0 0.3 0.8 1.1 1.1 0.7 1.4 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 0.4 0.0 0.6 0.6 0.3 1.4 0.3 2.5 2.5 1.7 4.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 0.0 20.7 28.0 18.9 20.7 28.9 18.4 18.4 25.8 17.2 11.6 LnGrp LOS C A C C B C C B B C B B
Approach Vol, veh/h 79 191 502 1193
Approach Delay, s/veh 23.3 22.1 18.9 19.0
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.4 23.4 8.6 16.2 7.3 28.6 7.3 17.6 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 29.0 8.0 34.0 8.0 31.5 8.0 34.0 Max Q Clear Time (g_c+I1), s 7.0 9.5 3.6 3.6 2.8 16.6 2.8 6.5 Green Ext Time (p_c), s 0.2 3.6 0.0 0.3 0.0 7.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 86
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 250 63 27 277 100 39 160 22 198 348 399 Future Volume (veh/h) 237 250 63 27 277 100 39 160 22 198 348 399 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1678 1870 1678 1870 1678 1678 1678 1678 1870 Adj Flow Rate, veh/h 237 250 63 27 277 100 39 160 22 198 348 399 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, % 2 2 2 15 2 15 2 15 15 15 15 2
Cap, veh/h 279 751 186 56 513 205 81 736 100 234 576 514 Arrive On Green 0.16 0.27 0.27 0.03 0.14 0.14 0.05 0.26 0.26 0.15 0.36 0.36 Sat Flow, veh/h 1781 2824 698 1598 3554 1422 1781 2821 382 1598 1594 1422 Grp Volume(v), veh/h 237 155 158 27 277 100 39 89 93 198 348 399 Grp Sat Flow(s),veh/h/ln1781 1777 1745 1598 1777 1422 1781 1594 1609 1598 1594 1422 Q Serve(g_s), s 9.1 4.9 5.1 1.2 5.1 4.5 1.5 3.1 3.2 8.5 12.5 17.5 Cycle Q Clear(g_c), s 9.1 4.9 5.1 1.2 5.1 4.5 1.5 3.1 3.2 8.5 12.5 17.5 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 279 473 464 56 513 205 81 416 420 234 576 514 V/C Ratio(X) 0.85 0.33 0.34 0.48 0.54 0.49 0.48 0.21 0.22 0.85 0.60 0.78 Avail Cap(c_a), veh/h 304 987 969 137 1670 668 152 760 767 250 874 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 28.8 20.7 20.8 33.3 27.9 27.7 32.7 20.3 20.4 29.2 18.3 19.9 Incr Delay (d2), s/veh 17.2 0.7 0.7 2.4 1.5 3.1 1.6 0.4 0.5 20.3 1.7 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 2.0 2.1 0.5 2.2 1.7 0.7 1.1 1.2 4.4 4.5 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 21.4 21.5 35.7 29.4 30.7 34.3 20.8 20.8 49.5 20.1 24.4 LnGrp LOS D CCDCCCCCDCC
Approach Vol, veh/h 550 404 221 945
Approach Delay, s/veh 32.0 30.1 23.2 28.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.3 23.8 7.5 23.7 8.2 30.9 16.0 15.1 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 11.0 33.5 6.0 39.0 6.0 38.5 12.0 33.0 Max Q Clear Time (g_c+I1), s 10.5 5.2 3.2 7.1 3.5 19.5 11.1 7.1 Green Ext Time (p_c), s 0.0 1.3 0.0 2.4 0.0 5.9 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
91: ELEVENTH ST. & MACARTHUR DRIVE AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 87
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 522 25 20 1054 135 162 526 126 103 25 77 Future Volume (veh/h) 72 522 25 20 1054 135 162 526 126 103 25 77 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 1856 1856 1856 1678 1678 1856 1856 1856 1678 1856 1678 Adj Flow Rate, veh/h 72 522 25 20 1054 135 162 526 126 103 25 77 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, % 15 3 3 3 15 15 3 3 3 15 3 15
Cap, veh/h 132 1564 698 32 1187 530 164 653 156 130 387 345 Arrive On Green 0.08 0.44 0.44 0.02 0.37 0.37 0.09 0.23 0.23 0.08 0.22 0.22 Sat Flow, veh/h 1598 3526 1572 1767 3188 1422 1767 2824 673 1598 1763 1572 Grp Volume(v), veh/h 72 522 25 20 1054 135 162 327 325 103 25 77 Grp Sat Flow(s),veh/h/ln1598 1763 1572 1767 1594 1422 1767 1763 1734 1598 1763 1572 Q Serve(g_s), s 3.3 7.3 0.7 0.8 23.4 5.0 6.9 13.2 13.3 4.8 0.8 3.0 Cycle Q Clear(g_c), s 3.3 7.3 0.7 0.8 23.4 5.0 6.9 13.2 13.3 4.8 0.8 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 132 1564 698 32 1187 530 164 408 401 130 387 345 V/C Ratio(X) 0.55 0.33 0.04 0.62 0.89 0.25 0.99 0.80 0.81 0.79 0.06 0.22 Avail Cap(c_a), veh/h 170 1591 710 117 1291 576 164 608 599 276 749 668 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 13.7 11.8 36.7 22.2 16.4 34.1 27.3 27.4 34.0 23.3 24.1 Incr Delay (d2), s/veh 1.3 0.1 0.0 18.1 7.4 0.3 66.1 2.6 2.9 10.4 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 1.3 2.6 0.2 0.5 9.1 1.6 5.9 5.6 5.6 2.2 0.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 13.8 11.9 54.8 29.6 16.6 100.2 30.0 30.3 44.4 23.3 24.2 LnGrp LOS C B B D C B F CCDCC
Approach Vol, veh/h 619 1209 814 205
Approach Delay, s/veh 16.1 28.6 44.1 34.2
Approach LOS B C D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.4 37.9 11.0 21.0 10.7 32.6 10.1 21.9 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 5.0 34.0 7.0 32.0 8.0 30.5 13.0 26.0 Max Q Clear Time (g_c+I1), s 2.8 9.3 8.9 5.0 5.3 25.4 6.8 15.3 Green Ext Time (p_c), s 0.0 2.5 0.0 0.4 0.0 2.7 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay 30.7
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. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 88
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 322 43 202 906 5 200 5 268 5 5 5 Future Volume (veh/h) 5 322 43 202 906 5 200 5 268 5 5 5 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 5 322 0 202 906 5 200 5 268 5 5 5
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, % 3 33333333333
Cap, veh/h 194 1061 249 1194 7 357 9 325 13 13 13
Arrive On Green 0.11 0.30 0.00 0.14 0.33 0.33 0.21 0.21 0.21 0.02 0.02 0.02 Sat Flow, veh/h 1767 3526 1572 1767 3595 20 1726 43 1572 574 574 574 Grp Volume(v), veh/h 5 322 0 202 444 467 205 0 268 15 0 0 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1852 1769 0 1572 1723 0 0 Q Serve(g_s), s 0.1 3.8 0.0 6.1 12.3 12.3 5.7 0.0 8.9 0.5 0.0 0.0 Cycle Q Clear(g_c), s 0.1 3.8 0.0 6.1 12.3 12.3 5.7 0.0 8.9 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.98 1.00 0.33 0.33
Lane Grp Cap(c), veh/h 194 1061 249 585 615 366 0 325 39 0 0 V/C Ratio(X) 0.03 0.30 0.81 0.76 0.76 0.56 0.00 0.82 0.39 0.00 0.00 Avail Cap(c_a), veh/h 194 2191 275 1176 1236 404 0 359 693 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.7 14.7 0.0 22.8 16.3 16.3 19.5 0.0 20.7 26.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 13.8 2.1 2.0 1.4 0.0 13.3 6.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.4 0.0 3.2 4.5 4.7 2.2 0.0 4.1 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 14.9 0.0 36.6 18.4 18.3 20.9 0.0 34.1 32.7 0.0 0.0 LnGrp LOS C B D B B C A C C A A
Approach Vol, veh/h 327 A 1113 473 15
Approach Delay, s/veh 15.0 21.6 28.4 32.7
Approach LOS B C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 21.0 5.7 10.5 22.7 15.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 34.0 22.0 6.0 36.5 12.5 Max Q Clear Time (g_c+I1), s 8.1 5.8 2.5 2.1 14.3 10.9
Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 3.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
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 AM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 89
Intersection
Int Delay, s/veh 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 60 5555 7 7
Future Vol, veh/h 60 5555 7 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 33333
Mvmt Flow 60 5555 7 7

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 59 44 82 0 - 0
Stage 1 44 -----
Stage 2 15 -----
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 945 1023 1509 - - -
Stage 1 976 -----
Stage 2 1005 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 942 1023 1509 - - -
Mov Cap-2 Maneuver 942 -----
Stage 1 973 -----
Stage 2 1005 -----

Approach EB NB SB
HCM Control Delay, s 9.1 3.7 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1509 - 948 - -
HCM Lane V/C Ratio 0.003 - 0.069 - -
HCM Control Delay (s) 7.4 0 9.1 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
Tracy Transportation Master Plan Update Future 2042
94: MACARTHUR (S) & E. Mt. Diablo Ave/MacArthur Dr AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 74 24 23 41 25 35 50 900 25 122 33 Future Volume (veh/h) 30 74 24 23 41 25 35 50 900 25 122 33 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 1870 1856 1870 1870 1870 1856 1856 1870 1870 1856 1856 Adj Flow Rate, veh/h 30 74 24 23 41 25 35 50 900 25 122 33 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, % 323222332233
Cap, veh/h 50 133 43 40 101 61 57 840 753 43 625 169
Arrive On Green 0.03 0.10 0.10 0.02 0.09 0.09 0.03 0.45 0.45 0.02 0.44 0.44 Sat Flow, veh/h 1767 1353 439 1781 1088 663 1767 1856 1585 1781 1407 380 Grp Volume(v), veh/h 30 0 98 23 0 66 35 50 900 25 0 155 Grp Sat Flow(s),veh/h/ln 1767 0 1791 1781 0 1751 1767 1856 1585 1781 0 1787 Q Serve(g_s), s 0.7 0.0 2.1 0.5 0.0 1.4 0.8 0.6 18.0 0.6 0.0 2.1 Cycle Q Clear(g_c), s 0.7 0.0 2.1 0.5 0.0 1.4 0.8 0.6 18.0 0.6 0.0 2.1 Prop In Lane 1.00 0.24 1.00 0.38 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 50 0 176 40 0 162 57 840 753 43 0 794 V/C Ratio(X) 0.60 0.00 0.56 0.57 0.00 0.41 0.61 0.06 1.20 0.58 0.00 0.20 Avail Cap(c_a), veh/h 178 0 811 179 0 792 178 840 753 179 0 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 19.1 0.0 17.1 19.3 0.0 17.0 19.0 6.1 10.4 19.2 0.0 6.7 Incr Delay (d2), s/veh 10.9 0.0 2.7 12.2 0.0 1.6 10.3 0.0 100.6 11.6 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.9 0.3 0.0 0.6 0.4 0.1 25.2 0.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 0.0 19.8 31.4 0.0 18.7 29.3 6.2 111.1 30.8 0.0 6.8 LnGrp LOS C A B C A B C A F C A A
Approach Vol, veh/h 128 89 985 180
Approach Delay, s/veh 22.2 22.0 102.8 10.2
Approach LOS C C F B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 22.0 4.9 7.9 5.3 21.7 5.1 7.7 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 20.0 2.5 4.1 2.8 4.1 2.7 3.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 0.6 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 78.1
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
95: MACARTHUR (S) & SCHULTE ROAD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 91
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 191 45 38 198 29 155 811 25 25 106 28 Future Volume (veh/h) 231 191 45 38 198 29 155 811 25 25 106 28 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 231 191 45 38 198 29 155 811 25 25 106 28 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, % 3 33333333333
Cap, veh/h 283 372 316 196 255 37 196 1016 31 167 527 447 Arrive On Green 0.16 0.20 0.20 0.11 0.16 0.16 0.11 0.29 0.29 0.09 0.28 0.28 Sat Flow, veh/h 1767 1856 1572 1767 1582 232 1767 3491 108 1767 1856 1572 Grp Volume(v), veh/h 231 191 45 38 0 227 155 409 427 25 106 28 Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 0 1814 1767 1763 1836 1767 1856 1572 Q Serve(g_s), s 8.0 5.8 1.5 1.2 0.0 7.6 5.4 13.5 13.5 0.8 2.7 0.8 Cycle Q Clear(g_c), s 8.0 5.8 1.5 1.2 0.0 7.6 5.4 13.5 13.5 0.8 2.7 0.8 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 283 372 316 196 0 292 196 513 535 167 527 447 V/C Ratio(X) 0.82 0.51 0.14 0.19 0.00 0.78 0.79 0.80 0.80 0.15 0.20 0.06 Avail Cap(c_a), veh/h 392 703 595 196 0 511 280 673 701 168 606 513 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 25.6 22.5 20.8 25.5 0.0 25.4 27.3 20.7 20.7 26.2 17.2 16.5 Incr Delay (d2), s/veh 9.1 1.3 0.2 0.6 0.0 5.3 9.4 5.5 5.3 0.2 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 3.7 2.4 0.5 0.5 0.0 3.4 2.6 5.6 5.8 0.3 1.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 23.8 21.0 26.1 0.0 30.7 36.7 26.2 26.0 26.4 17.4 16.5 LnGrp LOS C C C C A CDCCCBB
Approach Vol, veh/h 467 265 991 159
Approach Delay, s/veh 28.9 30.0 27.7 18.6
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.6 17.6 10.6 23.4 14.1 15.1 11.0 22.9 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 23.9 6.0 * 24 14.0 * 18 10.0 20.6 Max Q Clear Time (g_c+I1), s 3.2 7.8 2.8 15.5 10.0 9.6 7.4 4.7 Green Ext Time (p_c), s 0.0 0.9 0.0 2.8 0.3 0.6 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 27.6
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. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 92
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 246 291 21 57 360 48 50 203 87 63 70 146 Future Volume (veh/h) 246 291 21 57 360 48 50 203 87 63 70 146 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 1796 1870 1900 1900 1870 1900 1841 1826 1900 1900 1826 1826 Adj Flow Rate, veh/h 246 291 21 57 360 48 50 203 87 63 70 146 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, % 7 20020450055
Cap, veh/h 250 571 41 144 427 57 145 251 107 152 380 322 Arrive On Green 0.15 0.33 0.33 0.08 0.26 0.26 0.08 0.21 0.21 0.08 0.21 0.21 Sat Flow, veh/h 1711 1724 124 1810 1616 215 1753 1213 520 1810 1826 1547 Grp Volume(v), veh/h 246 0 312 57 0 408 50 0 290 63 70 146 Grp Sat Flow(s),veh/h/ln1711 0 1848 1810 0 1832 1753 0 1732 1810 1826 1547 Q Serve(g_s), s 9.2 0.0 8.7 1.9 0.0 13.5 1.7 0.0 10.2 2.1 2.0 5.3 Cycle Q Clear(g_c), s 9.2 0.0 8.7 1.9 0.0 13.5 1.7 0.0 10.2 2.1 2.0 5.3 Prop In Lane 1.00 0.07 1.00 0.12 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 250 0 612 144 0 484 145 0 358 152 380 322 V/C Ratio(X) 0.98 0.00 0.51 0.40 0.00 0.84 0.34 0.00 0.81 0.41 0.18 0.45 Avail Cap(c_a), veh/h 250 0 926 242 0 895 246 0 836 253 881 747 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.3 0.0 17.3 28.1 0.0 22.4 27.8 0.0 24.3 27.9 21.0 22.3 Incr Delay (d2), s/veh 51.8 0.0 0.7 0.7 0.0 4.1 0.5 0.0 4.4 0.7 0.2 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 7.0 0.0 3.3 0.8 0.0 5.7 0.7 0.0 4.2 0.9 0.8 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.2 0.0 18.0 28.8 0.0 26.5 28.4 0.0 28.7 28.6 21.2 23.3 LnGrp LOS E A B C A C C A C C C C
Approach Vol, veh/h 558 465 340 279
Approach Delay, s/veh 44.9 26.7 28.6 23.9
Approach LOS DCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.7 26.3 9.9 18.4 14.0 22.0 10.0 18.3 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 8.6 32.2 9.0 31.0 9.4 31.4 9.0 31.0 Max Q Clear Time (g_c+I1), s 3.9 10.7 3.7 7.3 11.2 15.5 4.1 12.2 Green Ext Time (p_c), s 0.0 1.1 0.0 0.8 0.0 1.4 0.0 1.0 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 Transportation Master Plan Update Future 2042
97: Seefried Dwy/Pescadero Ave & Chrisman Road/Chrisman Rd AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 93
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 468 20 20 900 147 20 20 20 45 20 25 Future Volume (veh/h) 25 468 20 20 900 147 20 20 20 45 20 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 468 20 20 900 147 20 20 20 45 20 25 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, % 2 22222222222
Cap, veh/h 39 1097 489 33 1084 483 33 353 353 59 322 402 Arrive On Green 0.02 0.31 0.31 0.02 0.41 0.41 0.02 0.41 0.41 0.03 0.43 0.43 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 858 858 1781 756 945 Grp Volume(v), veh/h 25 468 20 20 900 147 20 0 40 45 0 45 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 0 1716 1781 0 1700 Q Serve(g_s), s 1.0 7.3 0.6 0.8 15.9 3.5 0.8 0.0 1.0 1.8 0.0 1.1 Cycle Q Clear(g_c), s 1.0 7.3 0.6 0.8 15.9 3.5 0.8 0.0 1.0 1.8 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.56
Lane Grp Cap(c), veh/h 39 1097 489 33 1084 483 33 0 705 59 0 724 V/C Ratio(X) 0.64 0.43 0.04 0.61 0.83 0.30 0.61 0.00 0.06 0.76 0.00 0.06 Avail Cap(c_a), veh/h 102 1269 566 102 1269 566 102 0 705 153 0 724 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.0 19.3 16.9 33.9 19.2 9.8 34.1 0.0 12.4 33.6 0.0 11.8 Incr Delay (d2), s/veh 14.5 0.2 0.0 13.3 3.3 0.3 16.9 0.0 0.2 17.7 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 0.5 2.7 0.2 0.4 5.4 1.4 0.5 0.0 0.4 1.0 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.4 19.5 17.0 47.2 22.4 10.1 51.0 0.0 12.6 51.2 0.0 12.0 LnGrp LOS D B B D C B D A B D A B
Approach Vol, veh/h 513 1067 60 90
Approach Delay, s/veh 20.8 21.2 25.4 31.6
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.3 32.8 5.3 25.6 5.3 33.8 5.5 25.3 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 6.0 19.0 4.0 25.0 4.0 21.0 4.0 25.0 Max Q Clear Time (g_c+I1), s 3.8 3.0 2.8 9.3 2.8 3.1 3.0 17.9 Green Ext Time (p_c), s 0.0 0.1 0.0 2.5 0.0 0.1 0.0 3.5 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
98: Chrisman Rd/Chrisman Road & Grant Line Rd AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 94
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 325 25 20 500 20 40 340 20 20 550 350 Future Volume (veh/h) 147 325 25 20 500 20 40 340 20 20 550 350 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 1870 1678 1678 1678 1678 1870 1678 1870 1678 1870 1870 1870 Adj Flow Rate, veh/h 147 325 25 20 500 20 40 340 20 20 550 350 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, % 2 15 15 15 15 2 15 2 15 2 2 2
Cap, veh/h 233 963 430 77 686 27 241 812 325 34 1140 508 Arrive On Green 0.13 0.30 0.30 0.05 0.22 0.22 0.23 0.23 0.23 0.02 0.32 0.32 Sat Flow, veh/h 1781 3188 1422 1598 3124 125 555 3554 1422 1781 3554 1585 Grp Volume(v), veh/h 147 325 25 20 255 265 40 340 20 20 550 350 Grp Sat Flow(s),veh/h/ln1781 1594 1422 1598 1594 1655 555 1777 1422 1781 1777 1585 Q Serve(g_s), s 4.3 4.3 0.7 0.7 8.1 8.1 3.4 4.5 0.6 0.6 6.8 10.5 Cycle Q Clear(g_c), s 4.3 4.3 0.7 0.7 8.1 8.1 5.2 4.5 0.6 0.6 6.8 10.5 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 233 963 430 77 350 363 241 812 325 34 1140 508 V/C Ratio(X) 0.63 0.34 0.06 0.26 0.73 0.73 0.17 0.42 0.06 0.59 0.48 0.69 Avail Cap(c_a), veh/h 521 1866 832 292 758 787 479 2340 936 163 3055 1362 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 22.5 14.8 13.6 25.1 19.8 19.8 19.0 18.0 16.5 26.6 14.9 16.2 Incr Delay (d2), s/veh 1.1 0.1 0.0 1.8 1.1 1.1 0.1 0.1 0.0 14.9 0.3 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.3 0.2 0.3 2.6 2.7 0.4 1.6 0.2 0.4 2.2 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 14.9 13.6 26.9 20.9 20.9 19.1 18.1 16.5 41.5 15.2 17.9 LnGrp LOS C B B C C C B B B D B B
Approach Vol, veh/h 497 540 400 920
Approach Delay, s/veh 17.4 21.1 18.1 16.8
Approach LOS B C B B
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s8.6 22.5 23.5 13.1 18.0 5.0 18.5 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 16.0 26.0 5.0 36.0 Max Q Clear Time (g_c+I1), s 2.7 6.3 12.5 6.3 10.1 2.6 7.2 Green Ext Time (p_c), s 0.0 0.8 5.0 0.1 0.9 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.2
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
99: CHRISMAN & ELEVENTH ST. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 95
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 224 46 328 584 128 418 428 497 155 199 149 Future Volume (veh/h) 287 224 46 328 584 128 418 428 497 155 199 149 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 287 224 46 328 584 128 418 428 497 155 199 149 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 304 527 235 398 624 278 438 1195 533 185 691 308 Arrive On Green 0.10 0.17 0.17 0.13 0.20 0.20 0.27 0.37 0.37 0.12 0.22 0.22 Sat Flow, veh/h 3100 3188 1422 3100 3188 1422 1598 3188 1422 1598 3188 1422 Grp Volume(v), veh/h 287 224 46 328 584 128 418 428 497 155 199 149 Grp Sat Flow(s),veh/h/ln1550 1594 1422 1550 1594 1422 1598 1594 1422 1598 1594 1422 Q Serve(g_s), s 9.4 6.4 2.9 10.5 18.4 8.1 26.3 9.9 34.3 9.7 5.3 9.4 Cycle Q Clear(g_c), s 9.4 6.4 2.9 10.5 18.4 8.1 26.3 9.9 34.3 9.7 5.3 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 304 527 235 398 624 278 438 1195 533 185 691 308 V/C Ratio(X) 0.95 0.43 0.20 0.82 0.94 0.46 0.95 0.36 0.93 0.84 0.29 0.48 Avail Cap(c_a), veh/h 304 527 235 455 624 278 438 1217 543 297 936 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 38.3 36.8 43.4 40.4 36.3 36.4 23.0 30.7 44.2 33.4 35.0 Incr Delay (d2), s/veh 38.0 1.2 0.9 12.7 22.1 2.5 31.5 0.7 24.7 10.9 0.8 4.2 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 5.1 2.5 1.0 4.5 8.6 2.9 13.5 3.6 14.5 4.3 2.1 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.8 39.4 37.6 56.1 62.5 38.8 67.9 23.7 55.4 55.1 34.2 39.2 LnGrp LOS F D D E E D E C E E C D
Approach Vol, veh/h 557 1040 1343 503
Approach Delay, s/veh 62.2 57.6 49.2 42.1
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 19.1 22.9 32.0 28.1 16.0 26.0 15.8 44.3 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 6.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 15.0 15.0 28.0 30.0 10.0 20.0 19.0 39.0 Max Q Clear Time (g_c+I1), s 12.5 8.4 28.3 11.4 11.4 20.4 11.7 36.3 Green Ext Time (p_c), s 0.6 1.1 0.0 3.7 0.0 0.0 0.3 2.0 Intersection Summary
HCM 6th Ctrl Delay 52.8
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
100: CHRISMAN & SCHULTE ROAD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 96
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 166 24 86 942 460 157
Future Volume (veh/h) 166 24 86 942 460 157
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 166 24 86 942 460 157
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 247 220 129 1852 1005 448
Arrive On Green 0.14 0.14 0.07 0.53 0.28 0.28
Sat Flow, veh/h 1767 1572 1767 3618 3618 1572
Grp Volume(v), veh/h 166 24 86 942 460 157
Grp Sat Flow(s),veh/h/ln1767 1572 1767 1763 1763 1572
Q Serve(g_s), s 2.1 0.3 1.1 4.1 2.6 1.9
Cycle Q Clear(g_c), s 2.1 0.3 1.1 4.1 2.6 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 247 220 129 1852 1005 448
V/C Ratio(X) 0.67 0.11 0.67 0.51 0.46 0.35
Avail Cap(c_a), veh/h 1332 1185 518 4280 2657 1185
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 9.8 9.0 10.8 3.7 7.0 6.8
Incr Delay (d2), s/veh 3.1 0.2 5.9 0.2 0.3 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 0.6 0.3 0.4 0.1 0.4 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 9.2 16.7 3.9 7.4 7.3
LnGrp LOS B ABAAA
Approach Vol, veh/h 190 1028 617
Approach Delay, s/veh 12.4 5.0 7.3
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 16.5 7.3 5.7 10.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 18.0 7.0 18.0
Max Q Clear Time (g_c+I1), s 6.1 4.1 3.1 4.6
Green Ext Time (p_c), s 4.5 0.5 0.1 2.2
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
101: CHRISMAN & VALPICO RD. AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 97
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 25 126 25 25 32 80 227 25 41 229 245 Future Volume (veh/h) 287 25 126 25 25 32 80 227 25 41 229 245 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 1781 1856 1856 1781 1856 Adj Flow Rate, veh/h 287 25 126 25 25 0 80 227 25 41 229 245 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, % 3 33333383383
Cap, veh/h 768 83 421 418 324 531 504 55 560 569 502
Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.00 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1375 267 1346 542 1036 1572 913 1577 174 1119 1781 1572 Grp Volume(v), veh/h 287 0 151 50 0 0 80 0 252 41 229 245 Grp Sat Flow(s),veh/h/ln1375 0 1613 1578 0 1572 913 0 1750 1119 1781 1572 Q Serve(g_s), s 3.4 0.0 1.5 0.0 0.0 0.0 1.6 0.0 2.5 0.7 2.2 2.7 Cycle Q Clear(g_c), s 3.8 0.0 1.5 0.4 0.0 0.0 3.8 0.0 2.5 3.1 2.2 2.7 Prop In Lane 1.00 0.83 0.50 1.00 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 768 0 504 742 0 531 0 559 560 569 502 V/C Ratio(X) 0.37 0.00 0.30 0.07 0.00 0.15 0.00 0.45 0.07 0.40 0.49 Avail Cap(c_a), veh/h 1477 0 1335 1502 0 1037 0 1529 1181 1557 1374 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.4 0.0 5.7 5.3 0.0 0.0 7.3 0.0 5.9 7.1 5.8 6.0 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.0 0.0 0.0 0.1 0.0 0.6 0.1 0.5 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.1 0.1 0.0 0.0 0.1 0.0 0.2 0.1 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.7 0.0 6.0 5.3 0.0 0.0 7.4 0.0 6.5 7.2 6.2 6.7 LnGrp LOS A AAAA AAAAAA
Approach Vol, veh/h 438 50 A 332 515
Approach Delay, s/veh 6.5 5.3 6.7 6.5
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.9 10.8 10.9 10.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 18.0 19.0 18.0
Max Q Clear Time (g_c+I1), s 5.8 5.8 5.1 2.4
Green Ext Time (p_c), s 1.1 1.4 1.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.5
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 AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 98
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 25 65 656 153 20 155 150 186 20 779 82 Future Volume (veh/h) 25 25 65 656 153 20 155 150 186 20 779 82 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 1870 1856 1870 1870 1870 1856 1856 1870 1870 1856 1856 Adj Flow Rate, veh/h 25 25 65 656 153 20 155 150 186 20 779 82 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, % 3 23222332233
Cap, veh/h 271 44 115 846 424 55 175 1139 901 35 1233 383 Arrive On Green 0.08 0.10 0.10 0.24 0.26 0.26 0.10 0.32 0.32 0.02 0.24 0.24 Sat Flow, veh/h 3428 460 1195 3456 1620 212 1767 3526 2790 1781 5066 1572 Grp Volume(v), veh/h 25 0 90 656 0 173 155 150 186 20 779 82 Grp Sat Flow(s),veh/h/ln1714 0 1655 1728 0 1832 1767 1763 1395 1781 1689 1572 Q Serve(g_s), s 0.3 0.0 2.6 8.9 0.0 3.9 4.4 1.5 2.4 0.6 6.9 2.1 Cycle Q Clear(g_c), s 0.3 0.0 2.6 8.9 0.0 3.9 4.4 1.5 2.4 0.6 6.9 2.1 Prop In Lane 1.00 0.72 1.00 0.12 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 0 159 846 0 479 175 1139 901 35 1233 383 V/C Ratio(X) 0.09 0.00 0.57 0.78 0.00 0.36 0.89 0.13 0.21 0.58 0.63 0.21 Avail Cap(c_a), veh/h 1221 0 622 1163 0 653 175 1326 1049 141 1805 560 HCM Platoon Ratio 1.00 1.00 1.00 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 21.8 17.8 0.0 15.2 22.5 12.1 12.4 24.6 17.1 15.3 Incr Delay (d2), s/veh 0.1 0.0 3.1 2.3 0.0 0.5 37.9 0.1 0.1 14.4 0.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 1.0 3.4 0.0 1.5 3.3 0.5 0.7 0.3 2.2 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.7 0.0 25.0 20.1 0.0 15.7 60.3 12.1 12.5 39.0 17.6 15.5 LnGrp LOS C A C C ABEBBDBB
Approach Vol, veh/h 115 829 491 881
Approach Delay, s/veh 24.3 19.1 27.5 17.9
Approach LOS C B C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 20.3 16.4 8.9 9.0 16.3 8.0 17.2 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 4.0 19.0 17.0 19.0 5.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 4.4 10.9 4.6 6.4 8.9 2.3 5.9 Green Ext Time (p_c), s 0.0 1.3 1.4 0.3 0.0 3.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
103: Paradise Rd & I-205 WB On-Ramp/I-205 WB-Off Ramp AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 99
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 688 0 154 0 336 78 0 270 1228 Future Volume (veh/h) 0 0 0 688 0 154 0 336 78 0 270 1228 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 688 0 154 0 336 78 0 270 1228
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 999 0 296 0 3568 1108 0 2483 1949
Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.00 0.70 0.70 Sat Flow, veh/h 5344 0 1585 0 5274 1585 0 3647 2790
Grp Volume(v), veh/h 688 0 154 0 336 78 0 270 1228
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 0 1777 1395 Q Serve(g_s), s 8.4 0.0 6.1 0.0 0.0 0.0 0.0 1.7 16.6
Cycle Q Clear(g_c), s 8.4 0.0 6.1 0.0 0.0 0.0 0.0 1.7 16.6 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 999 0 296 0 3568 1108 0 2483 1949 V/C Ratio(X) 0.69 0.00 0.52 0.00 0.09 0.07 0.00 0.11 0.63 Avail Cap(c_a), veh/h 1680 0 498 0 3568 1108 0 2483 1949 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 1.00 0.00 1.00 1.00 0.00 0.73 0.73 Uniform Delay (d), s/veh 26.6 0.0 25.6 0.0 0.0 0.0 0.0 3.4 5.7 Incr Delay (d2), s/veh 0.9 0.0 1.4 0.0 0.1 0.1 0.0 0.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 2.3 0.0 0.0 0.0 0.0 0.4 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.4 0.0 27.0 0.0 0.1 0.1 0.0 3.5 6.8 LnGrp LOS C A C AAAAAA
Approach Vol, veh/h 842 414 1498
Approach Delay, s/veh 27.3 0.1 6.2
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 52.9 52.9 17.1
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 40.0 40.0 22.0
Max Q Clear Time (g_c+I1), s 2.0 18.6 10.4
Green Ext Time (p_c), s 2.3 7.8 2.7
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
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 AM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 100
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 254 0 120 0000 1 6 1 4 5 7 6 4 8 9 40 Future Volume (veh/h) 254 0 120 0000 1 6 1 4 5 7 6 4 8 9 40 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 254 0 120 0 161 457 64 894 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, % 2 2 2 022220
Cap, veh/h 489 0 290 0 1107 605 927 4056 0
Arrive On Green 0.09 0.00 0.09 0.00 0.22 0.22 0.17 0.26 0.00 Sat Flow, veh/h 5344 0 3170 0 5274 2790 1781 5274 0
Grp Volume(v), veh/h 254 0 120 0 161 457 64 894 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1395 1781 1702 0 Q Serve(g_s), s 3.2 0.0 2.5 0.0 1.8 10.7 2.1 9.6 0.0
Cycle Q Clear(g_c), s 3.2 0.0 2.5 0.0 1.8 10.7 2.1 9.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 489 0 290 0 1107 605 927 4056 0
V/C Ratio(X) 0.52 0.00 0.41 0.00 0.15 0.76 0.07 0.22 0.00 Avail Cap(c_a), veh/h 1527 0 906 0 2042 1116 927 4056 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.93 0.93 0.93 0.93 0.00 Uniform Delay (d), s/veh 30.3 0.0 30.0 0.0 22.2 25.7 14.8 8.9 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.9 0.0 0.3 8.0 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 1.4 0.0 1.0 0.0 0.7 3.8 0.7 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 0.0 31.0 0.0 22.4 33.7 14.8 9.0 0.0 LnGrp LOS C A C A C C B A A
Approach Vol, veh/h 374 618 958
Approach Delay, s/veh 31.1 30.7 9.4
Approach LOS C C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 40.4 19.2 10.4 59.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 10.0 28.0 20.0 42.0
Max Q Clear Time (g_c+I1), s 4.1 12.7 5.2 11.6
Green Ext Time (p_c), s 0.0 2.4 1.2 6.7
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
105: Paradise Rd & Chrisman Rd AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 101
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 561 25 96 1000 25 70
Future Volume (veh/h) 561 25 96 1000 25 70
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 561 25 96 1000 25 70
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 1456 64 168 1526 1045 2121
Arrive On Green 0.19 0.19 0.05 0.30 0.59 0.59
Sat Flow, veh/h 7895 331 3456 5274 1781 3614
Grp Volume(v), veh/h 449 137 96 1000 25 70
Grp Sat Flow(s),veh/h/ln1515 1811 1728 1702 1781 1205
Q Serve(g_s), s 4.5 4.6 1.9 12.0 0.4 0.6
Cycle Q Clear(g_c), s 4.5 4.6 1.9 12.0 0.4 0.6
Prop In Lane 0.18 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1170 350 168 1526 1045 2121
V/C Ratio(X) 0.38 0.39 0.57 0.66 0.02 0.03
Avail Cap(c_a), veh/h 2078 621 543 2845 1045 2121
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.95 0.95 0.96 0.96 0.98 0.98
Uniform Delay (d), s/veh 24.6 24.6 32.6 21.4 6.1 6.1
Incr Delay (d2), s/veh 0.2 0.7 2.9 0.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 1.9 0.8 4.2 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.8 25.3 35.5 21.9 6.1 6.1
LnGrp LOS C C D C A A
Approach Vol, veh/h 586 1096 95
Approach Delay, s/veh 24.9 23.1 6.1
Approach LOS C C A
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 45.1 7.4 17.5 24.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 11.0 24.0 39.0
Max Q Clear Time (g_c+I1), s 2.6 3.9 6.6 14.0
Green Ext Time (p_c), s 0.3 0.1 3.2 7.0
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
106: PARADISE RD & GRANT LINE RD AM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 102
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 300 48 226 487 206 25 21 25 118 25 25 Future Volume (veh/h) 24 300 48 226 487 206 25 21 25 118 25 25 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 24 300 48 226 487 206 25 21 25 118 25 25 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 36 722 322 181 1011 451 37 158 188 121 467 396 Arrive On Green 0.02 0.23 0.23 0.11 0.32 0.32 0.02 0.23 0.23 0.08 0.28 0.28 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 1598 698 831 1598 1678 1422 Grp Volume(v), veh/h 24 300 48 226 487 206 25 0 46 118 25 25 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1598 0 1528 1598 1678 1422 Q Serve(g_s), s 0.8 4.3 1.4 6.0 6.5 6.1 0.8 0.0 1.3 3.9 0.6 0.7 Cycle Q Clear(g_c), s 0.8 4.3 1.4 6.0 6.5 6.1 0.8 0.0 1.3 3.9 0.6 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 36 722 322 181 1011 451 37 0 346 121 467 396 V/C Ratio(X) 0.67 0.42 0.15 1.25 0.48 0.46 0.67 0.00 0.13 0.98 0.05 0.06 Avail Cap(c_a), veh/h 181 2285 1019 181 2285 1019 121 0 519 121 570 483 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 25.7 17.5 16.4 23.5 14.6 14.4 25.7 0.0 16.4 24.5 14.0 14.0 Incr Delay (d2), s/veh 19.4 0.1 0.1 149.6 0.1 0.3 19.1 0.0 0.1 75.0 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 0.5 1.3 0.4 9.5 1.9 1.6 0.5 0.0 0.4 3.8 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 17.6 16.5 173.1 14.7 14.7 44.8 0.0 16.4 99.5 14.0 14.1 LnGrp LOS D B B F B B D A B F B B
Approach Vol, veh/h 372 919 71 168
Approach Delay, s/veh 19.3 53.7 26.4 74.0
Approach LOS B D C E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.0 18.0 8.0 17.0 5.2 22.8 5.2 19.8 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 38.0 4.0 18.0 6.0 38.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 6.3 5.9 3.3 2.8 8.5 2.8 2.7 Green Ext Time (p_c), s 0.0 1.2 0.0 0.1 0.0 2.3 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
1: International Pkwy & I-205 WB On-Ramp PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 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 0 268 0 371 0 1166 410 0 807 344 Future Volume (veh/h) 0 0 0 268 0 371 0 1166 410 0 807 344 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 0 1678 1678 0 1678 1678 Adj Flow Rate, veh/h 268 0 0 0 1166 0 0 807 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, % 15 15 15 0 15 15 0 15 15
Cap, veh/h 854 0 0 2001 0 3624
Arrive On Green 0.18 0.00 0.00 0.00 0.21 0.00 0.00 0.63 0.00 Sat Flow, veh/h 4793 0 2844 0 3272 2502 0 6006 1422
Grp Volume(v), veh/h 268 0 0 0 1166 0 0 807 0
Grp Sat Flow(s),veh/h/ln 1598 0 1422 0 1594 1251 0 1443 1422 Q Serve(g_s), s 2.4 0.0 0.0 0.0 16.5 0.0 0.0 3.0 0.0
Cycle Q Clear(g_c), s 2.4 0.0 0.0 0.0 16.5 0.0 0.0 3.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 854 0 0 2001 0 3624
V/C Ratio(X) 0.31 0.00 0.00 0.58 0.00 0.22
Avail Cap(c_a), veh/h 1246 0 0 2001 0 3624
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.77 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 17.9 0.0 0.0 0.0 13.9 0.0 0.0 4.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 1.0 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 0.7 0.0 0.0 0.0 6.8 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.0 0.0 0.0 0.0 14.9 0.0 0.0 4.0 0.0 LnGrp LOS B A A B A A
Approach Vol, veh/h 268 A 1166 A 807 A
Approach Delay, s/veh 18.0 14.9 4.0
Approach LOS B B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 37.1 37.1 12.9
Change Period (Y+Rc), s 5.7 5.7 5.1
Max Green Setting (Gmax), s 27.3 27.3 11.9
Max Q Clear Time (g_c+I1), s 18.5 5.0 4.4
Green Ext Time (p_c), s 3.6 3.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
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 PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1014 0 259 0000 5 6 4 1258 0 799 20 Future Volume (veh/h) 1014 0 259 0000 5 6 4 1258 0 799 20 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 1678 Adj Flow Rate, veh/h 1095 0 173 0 564 0 0 799 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, % 15 15 15 0 15 15 0 15 15
Cap, veh/h 1186 0 527 0 1892 0 1892
Arrive On Green 0.37 0.00 0.37 0.00 0.41 0.00 0.00 0.41 0.00 Sat Flow, veh/h 3196 0 1422 0 4731 2502 0 4731 1422
Grp Volume(v), veh/h 1095 0 173 0 564 0 0 799 0
Grp Sat Flow(s),veh/h/ln1598 0 1422 0 1527 1251 0 1527 1422 Q Serve(g_s), s 16.4 0.0 4.4 0.0 4.1 0.0 0.0 6.2 0.0
Cycle Q Clear(g_c), s 16.4 0.0 4.4 0.0 4.1 0.0 0.0 6.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1186 0 527 0 1892 0 1892
V/C Ratio(X) 0.92 0.00 0.33 0.00 0.30 0.00 0.42
Avail Cap(c_a), veh/h 1272 0 566 0 1892 0 1892
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 0.98 0.00 Uniform Delay (d), s/veh 15.0 0.0 11.3 0.0 9.8 0.0 0.0 10.4 0.0 Incr Delay (d2), s/veh 10.5 0.0 0.1 0.0 0.4 0.0 0.0 0.7 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 %ile BackOfQ(50%),veh/ln 6.6 0.0 1.2 0.0 1.1 0.0 0.0 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.5 0.0 11.4 0.0 10.2 0.0 0.0 11.1 0.0 LnGrp LOS C A B A B A B
Approach Vol, veh/h 1268 564 A 799 A
Approach Delay, s/veh 23.6 10.2 11.1
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 26.4 23.6 26.4
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 19.3 19.9 19.3
Max Q Clear Time (g_c+I1), s 6.1 18.4 8.2
Green Ext Time (p_c), s 2.0 0.2 2.7
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
Notes
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 PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 70 25 21 59 251 25 882 25 261 637 20 Future Volume (veh/h) 25 70 25 21 59 251 25 882 25 261 637 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 1870 1870 1870 1678 1870 1678 1870 1678 1678 1678 1678 1870 Adj Flow Rate, veh/h 25 70 25 21 59 251 25 882 25 261 637 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, % 2 2 2 15 2 15 2 15 15 15 15 2
Cap, veh/h 38 147 50 80 303 684 1560 948 494 1228 772 418 Arrive On Green 0.02 0.06 0.06 0.05 0.09 0.09 0.45 0.30 0.30 0.40 0.24 0.24 Sat Flow, veh/h 1781 2602 885 1598 3554 1422 3456 3188 1422 3100 3188 1585 Grp Volume(v), veh/h 25 47 48 21 59 251 25 882 25 261 637 20 Grp Sat Flow(s),veh/h/ln 1781 1777 1711 1598 1777 1422 1728 1594 1422 1550 1594 1585 Q Serve(g_s), s 1.1 2.0 2.2 1.0 1.2 1.2 0.3 21.5 0.0 4.4 15.1 0.1 Cycle Q Clear(g_c), s 1.1 2.0 2.2 1.0 1.2 1.2 0.3 21.5 0.0 4.4 15.1 0.1 Prop In Lane 1.00 0.52 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 38 100 97 80 303 684 1560 948 494 1228 772 418 V/C Ratio(X) 0.66 0.47 0.50 0.26 0.20 0.37 0.02 0.93 0.05 0.21 0.82 0.05 Avail Cap(c_a), veh/h 111 400 385 360 1377 1114 1560 956 498 1228 956 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 0.86 0.86 0.86 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.9 36.6 36.6 36.6 34.0 6.1 12.1 27.3 17.3 15.9 28.7 10.9 Incr Delay (d2), s/veh 17.7 3.3 4.0 1.7 0.3 0.3 0.0 14.8 0.2 0.1 9.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.0 1.0 0.4 0.5 1.5 0.1 9.3 0.3 1.4 6.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.6 39.9 40.6 38.3 34.3 6.4 12.1 42.1 17.5 16.0 38.5 11.1 LnGrp LOS E DDDCABDBBDB
Approach Vol, veh/h 120 331 932 918
Approach Delay, s/veh 43.7 13.4 40.6 31.5
Approach LOS D B D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 35.7 27.8 8.0 8.5 40.1 23.4 5.7 10.8 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 24.0 18.0 18.0 4.0 24.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 6.4 23.5 3.0 4.2 2.3 17.1 3.1 3.2 Green Ext Time (p_c), s 0.0 0.3 0.0 0.3 0.0 2.2 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 33.2
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
4: International Pkwy & Promontory Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 66 106 159 22 20 127 865 83 100 607 20 Future Volume (veh/h) 20 66 106 159 22 20 127 865 83 100 607 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 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 1678 Adj Flow Rate, veh/h 20 66 106 159 22 20 127 865 83 100 607 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 154 127 108 230 89 76 156 1040 464 813 1642 732 Arrive On Green 0.10 0.08 0.08 0.07 0.05 0.05 0.10 0.33 0.33 0.26 0.52 0.52 Sat Flow, veh/h 1598 1678 1422 3100 1678 1422 1598 3188 1422 3100 3188 1422 Grp Volume(v), veh/h 20 66 106 159 22 20 127 865 83 100 607 20 Grp Sat Flow(s),veh/h/ln 1598 1678 1422 1550 1678 1422 1598 1594 1422 1550 1594 1422 Q Serve(g_s), s 0.9 2.8 3.2 3.8 0.9 0.8 5.8 18.8 3.1 1.8 8.6 0.5 Cycle Q Clear(g_c), s 0.9 2.8 3.2 3.8 0.9 0.8 5.8 18.8 3.1 1.8 8.6 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 154 127 108 230 89 76 156 1040 464 813 1642 732 V/C Ratio(X) 0.13 0.52 0.98 0.69 0.25 0.26 0.81 0.83 0.18 0.12 0.37 0.03 Avail Cap(c_a), veh/h 154 403 341 248 425 360 192 1241 554 813 1642 732 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 31.0 33.3 11.4 33.9 34.1 21.0 33.2 23.4 18.1 21.1 10.9 8.9 Incr Delay (d2), s/veh 0.4 3.2 36.3 7.3 1.4 1.8 19.4 7.7 0.8 0.1 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 0.3 1.3 2.8 1.6 0.4 0.4 2.9 7.3 1.0 0.6 2.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 36.6 47.7 41.2 35.5 22.8 52.6 31.1 18.9 21.1 11.5 9.0 LnGrp LOS CDDDDCDCBCBA
Approach Vol, veh/h 192 201 1075 727
Approach Delay, s/veh 42.2 38.8 32.7 12.8
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 44.4 9.6 9.7 25.5 30.3 11.2 8.0 Change Period (Y+Rc), s 4.0 5.8 4.0 4.0 5.8 * 5.8 4.0 4.0 Max Green Setting (Gmax), s 9.0 24.2 6.0 18.0 4.0 * 29 5.0 19.0 Max Q Clear Time (g_c+I1), s 7.8 10.6 5.8 5.2 3.8 20.8 2.9 2.9 Green Ext Time (p_c), s 0.0 3.2 0.0 0.5 0.0 3.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 27.5
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
5: Mountain House Parkway/International Pkwy & Old Schulte Road PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 36 90 693 35 148 124 835 415 107 1012 22 Future Volume (veh/h) 42 36 90 693 35 148 124 835 415 107 1012 22 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 1324 883 1589 1324 1060 1589 1324 1060 1589 1324 Adj Flow Rate, veh/h 42 36 90 693 35 148 124 835 415 107 1012 22 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 66 138 212 416 439 386 103 1168 1268 133 1064 469 Arrive On Green 0.07 0.09 0.09 0.25 0.28 0.28 0.10 0.39 0.39 0.07 0.35 0.35 Sat Flow, veh/h 1009 1589 1122 1631 1589 1122 1009 3020 1976 1958 3020 1122 Grp Volume(v), veh/h 42 36 90 693 35 148 124 835 415 107 1012 22 Grp Sat Flow(s),veh/h/ln1009 1589 1122 816 1589 1122 1009 1510 988 979 1510 1122 Q Serve(g_s), s 5.6 2.9 9.7 35.0 2.2 13.7 14.0 32.2 13.1 7.4 44.8 1.6 Cycle Q Clear(g_c), s 5.6 2.9 9.7 35.0 2.2 13.7 14.0 32.2 13.1 7.4 44.8 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 66 138 212 416 439 386 103 1168 1268 133 1064 469 V/C Ratio(X) 0.63 0.26 0.43 1.67 0.08 0.38 1.20 0.72 0.33 0.81 0.95 0.05 Avail Cap(c_a), veh/h 74 266 303 416 556 469 103 1168 1268 171 1100 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.5 58.6 49.1 51.1 36.8 34.0 61.6 35.7 11.2 63.1 43.3 23.7 Incr Delay (d2), s/veh 14.3 1.0 1.4 310.1 0.1 0.6 153.8 2.1 0.1 19.0 16.4 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 1.7 1.2 2.8 24.9 0.9 3.7 7.9 11.8 2.7 2.2 18.5 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.8 59.6 50.5 361.2 36.9 34.7 215.4 37.8 11.3 82.1 59.7 23.7 LnGrp LOS E E D F D C F D B F E C
Approach Vol, veh/h 168 876 1374 1141
Approach Delay, s/veh 59.0 293.1 45.8 61.1
Approach LOS E F D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 16.3 60.1 42.0 18.9 21.0 55.4 16.0 44.9 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 12.0 52.0 35.0 23.0 14.0 50.0 10.0 48.0 Max Q Clear Time (g_c+I1), s 9.4 34.2 37.0 11.7 16.0 46.8 7.6 15.7 Green Ext Time (p_c), s 0.1 5.9 0.0 0.3 0.0 1.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 112.2
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

SimTraffic Performance Report
Future 2042 09/01/2021
PM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 1
6: SB Mountain House Parkway & NB Mountain House Parkway Performance by movement Movement EBT SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.4 1.8 2.2
Total Del/Veh (s) 7.9 9.6 9.3
Vehicles Entered 181 678 859
Vehicles Exited 180 678 858
Hourly Exit Rate 180 678 858
Input Volume 181 679 860
% of Volume 99 100 100
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
603: I-580 WB Off Ramp & NB Mountain House Parkway Performance by movement Movement EBL NBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.2 2.5 2.7
Total Del/Veh (s) 4.2 9.9 9.0
Vehicles Entered 180 891 1071
Vehicles Exited 179 895 1074
Hourly Exit Rate 179 895 1074
Input Volume 181 893 1074
% of Volume 99 100 100
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
607: SB Mountain House Parkway & I-580 WB Off Ramp Performance by movement Movement WBL SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 2.4 1.4 3.8
Total Del/Veh (s) 12.4 7.2 9.8
Vehicles Entered 693 678 1371
Vehicles Exited 695 677 1372
Hourly Exit Rate 695 677 1372
Input Volume 672 679 1351
% of Volume 103 100 102
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
SimTraffic Performance Report
Future 2042 09/01/2021
PM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 2
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s)
Total Delay (hr) 8.7
Total Del/Veh (s) 9.5
Vehicles Entered 3285
Vehicles Exited 3285
Hourly Exit Rate 3285
Input Volume 3285
% of Volume 100
Denied Entry Before 0
Denied Entry After 0
SimTraffic Performance Report
Future 2042 09/01/2021
PM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 1
7: NB Mountain House Parkway & SB Mountain House Parkway Performance by movement Movement WBT NBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 4.4 0.0 4.4
Total Del/Veh (s) 11.9 9.0 11.9
Vehicles Entered 1303 20 1323
Vehicles Exited 1310 20 1330
Hourly Exit Rate 1310 20 1330
Input Volume 1259 25 1284
% of Volume 104 80 104
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
701: NB Mountain House Parkway & I-580 EB Off Ramp Performance by movement Movement EBT NBR All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 0.2 0.0 0.2
Total Del/Veh (s) 6.9 4.0 6.4
Vehicles Entered 84 20 104
Vehicles Exited 83 20 103
Hourly Exit Rate 83 20 103
Input Volume 91 25 116
% of Volume 91 80 89
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
705: SB Mountain House Parkway & I-580 EB Off Ramp Performance by movement Movement WBL SBT All
Denied Delay (hr) 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0
Total Delay (hr) 4.7 0.0 4.8
Total Del/Veh (s) 12.9 8.0 12.9
Vehicles Entered 1310 21 1331
Vehicles Exited 1319 21 1340
Hourly Exit Rate 1319 21 1340
Input Volume 1259 25 1284
% of Volume 105 84 104
Denied Entry Before 0 0 0
Denied Entry After 0 0 0
SimTraffic Performance Report
Future 2042 09/01/2021
PM Peak Hour Tracy Transportation Master Plan Update SimTraffic Report Kimley-Horn Page 2
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s)
Total Delay (hr) 9.4
Total Del/Veh (s) 12.6
Vehicles Entered 2684
Vehicles Exited 2684
Hourly Exit Rate 2684
Input Volume 2684
% of Volume 100
Denied Entry Before 0
Denied Entry After 0
Tracy Transportation Master Plan Update Future 2042
8: Hansen Rd/Hansen Road & Capital Parks Dr PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 398 25 317 137 27 25 259 323 25 23 25 Future Volume (veh/h) 96 398 25 317 137 27 25 259 323 25 23 25 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 96 398 25 317 137 27 25 259 323 25 23 25 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, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 337 713 318 340 326 63 259 413 350 41 81 88
Arrive On Green 0.20 0.21 0.21 0.11 0.12 0.12 0.16 0.24 0.24 0.02 0.11 0.11 Sat Flow, veh/h 1668 3328 1485 3237 2783 536 1668 1752 1485 1668 767 834 Grp Volume(v), veh/h 96 398 25 317 81 83 25 259 323 25 0 48 Grp Sat Flow(s),veh/h/ln1668 1664 1485 1618 1664 1655 1668 1752 1485 1668 0 1602 Q Serve(g_s), s 1.9 4.1 0.5 3.7 1.7 1.8 0.5 5.0 4.7 0.6 0.0 1.1 Cycle Q Clear(g_c), s 1.9 4.1 0.5 3.7 1.7 1.8 0.5 5.0 4.7 0.6 0.0 1.1 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 337 713 318 340 195 194 259 413 350 41 0 168 V/C Ratio(X) 0.28 0.56 0.08 0.93 0.41 0.43 0.10 0.63 0.92 0.61 0.00 0.29 Avail Cap(c_a), veh/h 337 1574 702 340 787 783 259 829 702 175 0 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 12.9 13.3 12.0 16.9 15.6 15.6 13.8 13.0 4.9 18.4 0.0 15.7 Incr Delay (d2), s/veh 0.5 0.7 0.1 31.7 1.4 1.5 0.2 1.6 10.2 14.0 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 0.6 1.3 0.1 2.7 0.6 0.6 0.1 1.5 2.8 0.3 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 14.0 12.1 48.6 17.0 17.1 13.9 14.6 15.1 32.4 0.0 16.6 LnGrp LOS B B B D BBBBBCAB
Approach Vol, veh/h 519 481 607 73
Approach Delay, s/veh 13.8 37.9 14.8 22.0
Approach LOS B D B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 13.0 8.0 12.2 9.9 8.0 11.7 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 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 7.0 5.7 6.1 2.5 3.1 3.9 3.8 Green Ext Time (p_c), s 0.0 1.9 0.0 2.1 0.0 0.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
9: Hansen Rd & Promontory Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 20 140 73 20 49 29 130 277 184 56 22 Future Volume (veh/h) 75 20 140 73 20 49 29 130 277 184 56 22 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 75 20 140 73 20 49 29 130 277 184 56 22 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, % 10 10 10 10 10 10 10 10 10 10 10 10 Cap, veh/h 110 495 220 108 540 241 56 709 316 229 1180 526 Arrive On Green 0.07 0.15 0.15 0.06 0.16 0.16 0.03 0.21 0.21 0.14 0.35 0.35 Sat Flow, veh/h 1668 3328 1482 1668 3328 1485 1668 3328 1482 1668 3328 1483 Grp Volume(v), veh/h 75 20 140 73 20 49 29 130 277 184 56 22 Grp Sat Flow(s),veh/h/ln1668 1664 1482 1668 1664 1485 1668 1664 1482 1668 1664 1483 Q Serve(g_s), s 2.1 0.2 4.3 2.1 0.2 1.4 0.8 1.5 5.7 5.1 0.5 0.3 Cycle Q Clear(g_c), s 2.1 0.2 4.3 2.1 0.2 1.4 0.8 1.5 5.7 5.1 0.5 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 495 220 108 540 241 56 709 316 229 1180 526 V/C Ratio(X) 0.68 0.04 0.64 0.68 0.04 0.20 0.52 0.18 0.88 0.80 0.05 0.04 Avail Cap(c_a), veh/h 173 2246 1000 346 2592 1156 208 2073 923 312 2281 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 22.0 17.6 19.3 22.0 17.0 17.5 22.9 15.5 7.9 20.1 10.2 3.2 Incr Delay (d2), s/veh 7.3 0.0 3.0 7.2 0.0 0.4 7.3 0.1 7.7 10.2 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 0.9 0.1 1.4 0.9 0.1 0.4 0.4 0.5 2.8 2.3 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 17.6 22.3 29.2 17.0 17.9 30.2 15.6 15.6 30.4 10.2 3.2 LnGrp LOS C B C C B B C B B C B A
Approach Vol, veh/h 235 142 436 262
Approach Delay, s/veh 24.1 23.6 16.6 23.8
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 11.9 12.4 16.1 7.2 12.5 5.6 22.9 Change Period (Y+Rc), s * 4.7 * 4.7 5.8 * 5.8 4.0 * 4.7 4.0 5.8 Max Green Setting (Gmax), s * 10 * 33 9.0 * 30 5.0 * 38 6.0 33.0 Max Q Clear Time (g_c+I1), s 4.1 6.3 7.1 7.7 4.1 3.4 2.8 2.5 Green Ext Time (p_c), s 0.1 0.5 0.1 1.6 0.0 0.2 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 20.9
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 PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 145 215 128 73 25 48 52 164 151 233 98 94 Future Volume (veh/h) 145 215 128 73 25 48 52 164 151 233 98 94 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 145 215 128 73 25 48 52 164 151 233 98 94 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, % 15 15 15 15 15 15 15 15 15 15 15 15 Cap, veh/h 202 661 295 160 578 258 134 245 211 286 413 350 Arrive On Green 0.13 0.21 0.21 0.10 0.18 0.18 0.08 0.15 0.15 0.18 0.25 0.25 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 1598 1625 1396 1598 1678 1422 Grp Volume(v), veh/h 145 215 128 73 25 48 52 161 154 233 98 94 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1598 1594 1427 1598 1678 1422 Q Serve(g_s), s 5.8 3.8 5.2 2.9 0.4 1.9 2.0 6.3 6.8 9.3 3.1 3.5 Cycle Q Clear(g_c), s 5.8 3.8 5.2 2.9 0.4 1.9 2.0 6.3 6.8 9.3 3.1 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 202 661 295 160 578 258 134 241 215 286 413 350 V/C Ratio(X) 0.72 0.33 0.43 0.45 0.04 0.19 0.39 0.67 0.72 0.82 0.24 0.27 Avail Cap(c_a), veh/h 229 1531 683 270 1613 719 217 388 347 649 861 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 22.3 22.9 28.1 22.4 23.0 28.7 26.5 26.8 26.1 20.0 20.1 Incr Delay (d2), s/veh 9.0 0.4 1.4 2.0 0.0 0.5 1.8 4.5 6.2 5.6 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.3 1.7 1.1 0.1 0.6 0.8 2.5 2.5 3.6 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 22.7 24.3 30.1 22.4 23.5 30.6 31.0 33.0 31.8 20.4 20.7 LnGrp LOS D CCCCCCCCCCC
Approach Vol, veh/h 488 146 367 425
Approach Delay, s/veh 27.3 26.6 31.8 26.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.1 20.2 17.3 15.5 14.9 18.5 11.0 21.8 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 11.2 31.8 26.9 16.1 9.5 33.5 9.0 34.0 Max Q Clear Time (g_c+I1), s 4.9 7.2 11.3 8.8 7.8 3.9 4.0 5.5 Green Ext Time (p_c), s 0.1 2.1 0.7 1.0 0.1 0.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 28.2
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 PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 690 33 128 462 20 25 106 458 20 25 20 Future Volume (veh/h) 119 690 33 128 462 20 25 106 458 20 25 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 690 33 128 462 20 25 106 458 20 25 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, % 2 22222222222
Cap, veh/h 142 960 428 229 913 407 42 609 516 35 601 510 Arrive On Green 0.08 0.27 0.27 0.07 0.26 0.26 0.02 0.33 0.33 0.02 0.32 0.32 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 119 690 33 128 462 20 25 106 458 20 25 20 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1728 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.3 8.8 0.8 1.8 5.6 0.5 0.7 2.0 13.8 0.6 0.5 0.4 Cycle Q Clear(g_c), s 3.3 8.8 0.8 1.8 5.6 0.5 0.7 2.0 13.8 0.6 0.5 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 142 960 428 229 913 407 42 609 516 35 601 510 V/C Ratio(X) 0.84 0.72 0.08 0.56 0.51 0.05 0.60 0.17 0.89 0.58 0.04 0.04 Avail Cap(c_a), veh/h 142 1274 568 275 1274 568 142 670 568 142 670 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 22.8 16.6 13.7 22.7 15.9 14.0 24.3 12.1 16.1 24.4 11.7 11.7 Incr Delay (d2), s/veh 33.7 1.3 0.1 2.1 0.4 0.0 12.9 0.1 14.8 14.4 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 2.6 3.3 0.3 0.7 2.0 0.2 0.4 0.8 6.3 0.4 0.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.5 17.9 13.7 24.9 16.4 14.1 37.2 12.2 30.9 38.8 11.7 11.7 LnGrp LOS E B B C B B D B C D B B
Approach Vol, veh/h 842 610 589 65
Approach Delay, s/veh 23.2 18.1 27.8 20.1
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.0 20.4 7.3 17.6 5.2 20.2 8.0 16.9 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.6 15.8 3.8 10.8 2.7 2.5 5.3 7.6 Green Ext Time (p_c), s 0.0 0.6 0.0 2.7 0.0 0.1 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
13: Pavillion Pkwy & Old Schulte Rd/Old Schulte Road PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 389 21 20 228 56 25 25 20 57 25 20 Future Volume (veh/h) 147 389 21 20 228 56 25 25 20 57 25 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 389 21 20 228 56 25 25 20 57 25 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, % 2 22222222222
Cap, veh/h 186 568 31 36 347 85 44 519 440 399 236 200
Arrive On Green 0.10 0.32 0.32 0.02 0.24 0.24 0.02 0.28 0.28 0.13 0.13 0.13 Sat Flow, veh/h 1781 1758 95 1781 1450 356 1781 1870 1585 1361 1870 1585 Grp Volume(v), veh/h 147 0 410 20 0 284 25 25 20 57 25 20 Grp Sat Flow(s),veh/h/ln1781 0 1853 1781 0 1806 1781 1870 1585 1361 1870 1585 Q Serve(g_s), s 2.6 0.0 6.1 0.4 0.0 4.5 0.4 0.3 0.3 1.2 0.4 0.4 Cycle Q Clear(g_c), s 2.6 0.0 6.1 0.4 0.0 4.5 0.4 0.3 0.3 1.2 0.4 0.4 Prop In Lane 1.00 0.05 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 186 0 599 36 0 432 44 519 440 399 236 200 V/C Ratio(X) 0.79 0.00 0.68 0.55 0.00 0.66 0.56 0.05 0.05 0.14 0.11 0.10 Avail Cap(c_a), veh/h 225 0 1053 225 0 1026 225 1535 1301 1001 1063 901 HCM Platoon Ratio 1.00 1.00 1.00 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 13.8 0.0 9.3 15.4 0.0 10.9 15.3 8.4 8.4 12.6 12.3 12.2 Incr Delay (d2), s/veh 14.5 0.0 1.4 12.4 0.0 1.7 10.7 0.0 0.0 0.2 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 1.4 0.0 1.5 0.2 0.0 1.3 0.3 0.1 0.1 0.3 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 0.0 10.7 27.8 0.0 12.6 26.0 8.4 8.4 12.8 12.4 12.5 LnGrp LOS C A B C A B C AABBB
Approach Vol, veh/h 557 304 70 102
Approach Delay, s/veh 15.4 13.6 14.7 12.6
Approach LOS BBBB
Timer - Assigned Phs 2345678
Phs Duration (G+Y+Rc), s 12.8 4.6 14.2 4.8 8.0 7.3 11.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 26.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.3 2.4 8.1 2.4 3.2 4.6 6.5 Green Ext Time (p_c), s 0.1 0.0 1.6 0.0 0.2 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
14: Hansen Rd & Pavillion Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 13
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 20 380 130 27 36 20
Future Volume (veh/h) 20 380 130 27 36 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 380 130 27 36 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 37 773 295 61 349 310
Arrive On Green 0.02 0.41 0.20 0.20 0.20 0.20
Sat Flow, veh/h 1781 1870 1502 312 1781 1585
Grp Volume(v), veh/h 20 380 0 157 36 20
Grp Sat Flow(s),veh/h/ln1781 1870 0 1814 1781 1585
Q Serve(g_s), s 0.2 3.1 0.0 1.6 0.3 0.2
Cycle Q Clear(g_c), s 0.2 3.1 0.0 1.6 0.3 0.2
Prop In Lane 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 37 773 0 356 349 310
V/C Ratio(X) 0.53 0.49 0.00 0.44 0.10 0.06
Avail Cap(c_a), veh/h 349 2379 0 1597 1830 1628
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.9 4.4 0.0 7.2 6.7 6.7
Incr Delay (d2), s/veh 11.3 0.5 0.0 0.9 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 0.2 0.3 0.0 0.4 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 4.9 0.0 8.1 6.9 6.8
LnGrp LOS C AAAAA
Approach Vol, veh/h 400 157 56
Approach Delay, s/veh 5.7 8.1 6.8
Approach LOS A A A
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 12.4 8.0 4.4 8.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 26.0 21.0 4.0 18.0
Max Q Clear Time (g_c+I1), s 5.1 2.3 2.2 3.6
Green Ext Time (p_c), s 2.3 0.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
15: Commerce Way & Capital Parks Dr PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1010 268 25 25 234 40 25 210 25 246 194 435 Future Volume (veh/h) 1010 268 25 25 234 40 25 210 25 246 194 435 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1010 268 25 25 234 40 25 210 25 246 194 435 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, % 2 22222222222
Cap, veh/h 1124 1378 128 41 414 185 41 363 43 310 494 838 Arrive On Green 0.33 0.42 0.42 0.02 0.12 0.12 0.02 0.11 0.11 0.17 0.26 0.26 Sat Flow, veh/h 3456 3288 304 1781 3554 1585 1781 3203 377 1781 1870 3170 Grp Volume(v), veh/h 1010 144 149 25 234 40 25 115 120 246 194 435 Grp Sat Flow(s),veh/h/ln1728 1777 1816 1781 1777 1585 1781 1777 1803 1781 1870 1585 Q Serve(g_s), s 16.4 3.0 3.1 0.8 3.7 1.4 0.8 3.6 3.7 7.8 5.0 6.9 Cycle Q Clear(g_c), s 16.4 3.0 3.1 0.8 3.7 1.4 0.8 3.6 3.7 7.8 5.0 6.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 1124 745 761 41 414 185 41 201 204 310 494 838 V/C Ratio(X) 0.90 0.19 0.20 0.62 0.57 0.22 0.62 0.57 0.59 0.79 0.39 0.52 Avail Cap(c_a), veh/h 1171 993 1015 151 1084 483 151 542 550 543 982 1665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 19.0 10.8 10.9 28.6 24.7 23.6 28.6 24.8 24.9 23.4 17.8 18.5 Incr Delay (d2), s/veh 9.3 0.1 0.1 14.2 1.2 0.6 14.2 2.6 2.6 4.6 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 1.1 1.1 0.5 1.5 0.5 0.5 1.6 1.6 3.4 2.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 11.0 11.0 42.8 25.9 24.2 42.8 27.4 27.5 28.0 18.3 19.0 LnGrp LOS C B B DCCDCCCBB
Approach Vol, veh/h 1303 299 260 875
Approach Delay, s/veh 24.4 27.1 28.9 21.4
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.3 10.7 5.3 28.7 5.3 19.6 23.2 10.9 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 18.0 18.0 5.0 33.0 5.0 31.0 20.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 5.7 2.8 5.1 2.8 8.9 18.4 5.7 Green Ext Time (p_c), s 0.4 1.0 0.0 1.7 0.0 2.9 0.8 1.2 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Tracy Transportation Master Plan Update Future 2042
16: Road M & Capital Parks Dr PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 392 133 20 25 118 202 20 25 20 341 25 147 Future Volume (veh/h) 392 133 20 25 118 202 20 25 20 341 25 147 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 392 133 20 25 118 202 20 25 20 341 25 147 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, % 2 22222222222
Cap, veh/h 547 985 145 42 649 289 35 81 65 422 564 478
Arrive On Green 0.16 0.32 0.32 0.02 0.18 0.18 0.02 0.08 0.08 0.24 0.30 0.30 Sat Flow, veh/h 3456 3106 459 1781 3554 1585 1781 962 770 1781 1870 1585 Grp Volume(v), veh/h 392 75 78 25 118 202 20 0 45 341 25 147 Grp Sat Flow(s),veh/h/ln1728 1777 1788 1781 1777 1585 1781 0 1732 1781 1870 1585 Q Serve(g_s), s 5.1 1.4 1.5 0.7 1.3 5.7 0.5 0.0 1.2 8.6 0.4 1.8 Cycle Q Clear(g_c), s 5.1 1.4 1.5 0.7 1.3 5.7 0.5 0.0 1.2 8.6 0.4 1.8 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 547 564 567 42 649 289 35 0 146 422 564 478 V/C Ratio(X) 0.72 0.13 0.14 0.59 0.18 0.70 0.57 0.00 0.31 0.81 0.04 0.31 Avail Cap(c_a), veh/h 730 863 869 188 1351 603 151 0 658 677 1264 1071 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 18.9 11.5 11.5 22.9 16.4 18.1 23.0 0.0 20.4 17.1 11.7 3.6 Incr Delay (d2), s/veh 2.2 0.1 0.1 12.6 0.1 3.0 14.1 0.0 1.2 3.8 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 2.0 0.5 0.5 0.4 0.5 2.1 0.3 0.0 0.5 3.5 0.2 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 11.6 11.6 35.4 16.5 21.2 37.1 0.0 21.5 20.9 11.7 4.0 LnGrp LOS C B B D B C D A C C B A
Approach Vol, veh/h 545 345 65 513
Approach Delay, s/veh 18.5 20.6 26.3 15.6
Approach LOS B C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.2 8.0 5.1 19.0 4.9 18.3 11.5 12.6 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 18.0 18.0 5.0 23.0 4.0 32.0 10.0 18.0 Max Q Clear Time (g_c+I1), s 10.6 3.2 2.7 3.5 2.5 3.8 7.1 7.7 Green Ext Time (p_c), s 0.7 0.1 0.0 0.7 0.0 0.6 0.4 1.0 Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
17: Hansen Rd & Valpico Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 16
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 0 120 20 123 298
Future Volume (veh/h) 0 0 120 20 123 298
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 0 0 120 20 123 298
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 13 12 555 470 195 1315
Arrive On Green 0.00 0.00 0.30 0.30 0.11 0.70
Sat Flow, veh/h 1781 1585 1870 1585 1781 1870
Grp Volume(v), veh/h 0 0 120 20 123 298
Grp Sat Flow(s),veh/h/ln1781 1585 1870 1585 1781 1870
Q Serve(g_s), s 0.0 0.0 0.6 0.1 0.9 0.8
Cycle Q Clear(g_c), s 0.0 0.0 0.6 0.1 0.9 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 13 12 555 470 195 1315
V/C Ratio(X) 0.00 0.00 0.22 0.04 0.63 0.23
Avail Cap(c_a), veh/h 2379 2117 2498 2117 925 4025
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 3.6 3.4 5.7 0.7
Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 3.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 3.8 3.4 9.1 0.8
LnGrp LOS A AAAAA
Approach Vol, veh/h 0 140 421
Approach Delay, s/veh 0.0 3.7 3.2
Approach LOS A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.5 8.0 13.5 0.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 18.0 29.0 18.0
Max Q Clear Time (g_c+I1), s 2.9 2.6 2.8 0.0
Green Ext Time (p_c), s 0.1 0.5 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.3
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
18: Pavillion Pkwy & Grant Line Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 17
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 485 36 73 91 25 343
Future Volume (veh/h) 485 36 73 91 25 343
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 485 36 73 91 25 343
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 597 532 102 835 523 444
Arrive On Green 0.34 0.34 0.06 0.45 0.28 0.28
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 485 36 73 91 25 343
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 9.1 0.6 1.5 1.0 0.4 7.3
Cycle Q Clear(g_c), s 9.1 0.6 1.5 1.0 0.4 7.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 597 532 102 835 523 444
V/C Ratio(X) 0.81 0.07 0.72 0.11 0.05 0.77
Avail Cap(c_a), veh/h 972 865 194 1378 970 822
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 11.1 8.3 17.0 5.9 9.6 12.1
Incr Delay (d2), s/veh 2.7 0.1 9.0 0.1 0.0 2.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.0 0.0 0.8 0.3 0.1 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 8.3 26.0 6.0 9.7 15.0
LnGrp LOS B A C A A B
Approach Vol, veh/h 521 164 368
Approach Delay, s/veh 13.5 14.9 14.7
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.4 16.3 6.1 14.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 20.0 4.0 19.0
Max Q Clear Time (g_c+I1), s 3.0 11.1 3.5 9.3
Green Ext Time (p_c), s 0.4 1.2 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
19: Pavillion Pkwy & Van Stosen Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 25 35 20 25 20 37 86 20 20 37 20 Future Volume (veh/h) 78 25 35 20 25 20 37 86 20 20 37 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 25 35 20 25 20 37 86 20 20 37 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, % 2 22222222222
Cap, veh/h 119 98 137 37 89 72 65 330 279 37 301 255
Arrive On Green 0.07 0.14 0.14 0.02 0.09 0.09 0.04 0.18 0.18 0.02 0.16 0.16 Sat Flow, veh/h 1781 705 987 1781 962 770 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 78 0 60 20 0 45 37 86 20 20 37 20
Grp Sat Flow(s),veh/h/ln1781 0 1693 1781 0 1732 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.1 0.0 0.8 0.3 0.0 0.6 0.5 1.0 0.3 0.3 0.4 0.3 Cycle Q Clear(g_c), s 1.1 0.0 0.8 0.3 0.0 0.6 0.5 1.0 0.3 0.3 0.4 0.3 Prop In Lane 1.00 0.58 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 119 0 236 37 0 161 65 330 279 37 301 255 V/C Ratio(X) 0.65 0.00 0.25 0.54 0.00 0.28 0.57 0.26 0.07 0.54 0.12 0.08 Avail Cap(c_a), veh/h 286 0 1224 286 0 1253 286 1353 1147 286 1353 1147 HCM Platoon Ratio 1.00 1.00 1.00 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 11.3 0.0 9.6 12.1 0.0 10.5 11.8 8.8 8.6 12.1 8.9 8.9 Incr Delay (d2), s/veh 5.9 0.0 0.6 11.7 0.0 0.9 7.8 0.4 0.1 11.7 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 0.5 0.0 0.2 0.2 0.0 0.2 0.3 0.3 0.1 0.2 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.3 0.0 10.1 23.8 0.0 11.4 19.6 9.3 8.7 23.8 9.1 9.0 LnGrp LOS B A B C ABBAACAA
Approach Vol, veh/h 138 65 143 77
Approach Delay, s/veh 14.2 15.2 11.8 12.9
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.5 8.4 4.5 7.5 4.9 8.0 5.7 6.3 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 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.3 3.0 2.3 2.8 2.5 2.4 3.1 2.6 Green Ext Time (p_c), s 0.0 0.4 0.0 0.2 0.0 0.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
20: Lammers Extension & Pavillion Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 501 71 65 248 239 94 134 117 279 86 20 Future Volume (veh/h) 20 501 71 65 248 239 94 134 117 279 86 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 501 71 65 248 239 94 134 117 279 86 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, % 2 22222222222
Cap, veh/h 309 608 515 84 372 315 121 236 200 340 466 395 Arrive On Green 0.17 0.33 0.33 0.05 0.20 0.20 0.07 0.13 0.13 0.19 0.25 0.25 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 501 71 65 248 239 94 134 117 279 86 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.5 12.7 1.6 1.9 6.3 4.2 2.7 3.5 3.6 7.7 1.9 0.3 Cycle Q Clear(g_c), s 0.5 12.7 1.6 1.9 6.3 4.2 2.7 3.5 3.6 7.7 1.9 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 309 608 515 84 372 315 121 236 200 340 466 395 V/C Ratio(X) 0.06 0.82 0.14 0.78 0.67 0.76 0.78 0.57 0.58 0.82 0.18 0.05 Avail Cap(c_a), veh/h 309 799 677 138 799 677 311 727 616 450 872 739 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 16.0 12.3 24.3 19.0 6.3 23.6 21.2 21.2 20.0 15.2 4.7 Incr Delay (d2), s/veh 0.1 5.4 0.1 14.1 2.1 3.7 10.1 2.1 2.7 8.8 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 0.2 5.5 0.5 1.1 2.7 2.5 1.4 1.5 1.4 3.7 0.7 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 21.4 12.4 38.4 21.1 10.0 33.7 23.3 23.9 28.8 15.4 4.7 LnGrp LOS B C B D C B CCCCBA
Approach Vol, veh/h 592 552 345 385
Approach Delay, s/veh 20.2 18.3 26.3 24.6
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.8 10.5 6.4 20.7 7.5 16.8 12.9 14.2 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 13.0 20.0 4.0 22.0 9.0 24.0 4.0 22.0 Max Q Clear Time (g_c+I1), s 9.7 5.6 3.9 14.7 4.7 3.9 2.5 8.3 Green Ext Time (p_c), s 0.3 0.9 0.0 2.0 0.1 0.4 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
21: Lammers Extension & Grant Line Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 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 20 20 20 20 227 20 109 20 199 24 20 Future Volume (veh/h) 20 20 20 20 20 227 20 109 20 199 24 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 20 20 20 20 227 20 109 20 199 24 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, % 2 22222222222
Cap, veh/h 523 403 342 571 403 342 37 299 254 257 530 449 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.02 0.16 0.16 0.14 0.28 0.28 Sat Flow, veh/h 1133 1870 1585 1367 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 20 20 20 20 227 20 109 20 199 24 20 Grp Sat Flow(s),veh/h/ln1133 1870 1585 1367 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.4 0.2 0.3 0.3 0.2 3.3 0.3 1.3 0.3 2.7 0.2 0.2 Cycle Q Clear(g_c), s 0.6 0.2 0.3 0.5 0.2 3.3 0.3 1.3 0.3 2.7 0.2 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 523 403 342 571 403 342 37 299 254 257 530 449 V/C Ratio(X) 0.04 0.05 0.06 0.04 0.05 0.66 0.54 0.36 0.08 0.77 0.05 0.04 Avail Cap(c_a), veh/h 1095 1347 1142 1261 1347 1142 285 1347 1142 499 1572 1332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 8.0 7.8 7.8 8.0 7.8 9.0 12.1 9.4 8.9 10.3 6.5 6.5 Incr Delay (d2), s/veh 0.0 0.1 0.1 0.0 0.1 2.2 11.7 0.7 0.1 5.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.1 0.1 0.9 0.2 0.4 0.1 1.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.0 7.8 7.9 8.0 7.8 11.2 23.9 10.1 9.1 15.3 6.5 6.5 LnGrp LOS A AAAABCBABAA
Approach Vol, veh/h 60 267 149 243
Approach Delay, s/veh 7.9 10.7 11.8 13.7
Approach LOS ABBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.6 8.0 9.4 4.5 11.1 9.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 18.0 18.0 4.0 21.0 18.0 Max Q Clear Time (g_c+I1), s 4.7 3.3 2.6 2.3 2.2 5.3
Green Ext Time (p_c), s 0.1 0.5 0.1 0.0 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
22: Lammers Extension & Van Stosen Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 25 25 20 25 20 25 112 32 20 24 20 Future Volume (veh/h) 20 25 25 20 25 20 25 112 32 20 24 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 25 25 20 25 20 25 112 32 20 24 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, % 2 22222222222
Cap, veh/h 37 169 143 37 169 143 46 332 281 37 323 274
Arrive On Green 0.02 0.09 0.09 0.02 0.09 0.09 0.03 0.18 0.18 0.02 0.17 0.17 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 20 25 25 20 25 20 25 112 32 20 24 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 1.2 0.4 0.3 0.2 0.2 Cycle Q Clear(g_c), s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 1.2 0.4 0.3 0.2 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 37 169 143 37 169 143 46 332 281 37 323 274 V/C Ratio(X) 0.54 0.15 0.17 0.54 0.15 0.14 0.55 0.34 0.11 0.54 0.07 0.07 Avail Cap(c_a), veh/h 308 1453 1231 308 1453 1231 308 1453 1231 308 1453 1231 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 11.2 9.7 9.7 11.2 9.7 9.7 11.2 8.3 8.0 11.2 8.0 8.0 Incr Delay (d2), s/veh 11.6 0.4 0.6 11.6 0.4 0.4 9.8 0.6 0.2 11.6 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 0.2 0.1 0.1 0.2 0.1 0.1 0.2 0.3 0.1 0.2 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 10.1 10.3 22.8 10.1 10.2 21.0 8.9 8.2 22.8 8.1 8.1 LnGrp LOS C B B C B B C A A C A A
Approach Vol, veh/h 70 65 169 64
Approach Delay, s/veh 13.8 14.0 10.6 12.7
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.5 8.1 4.5 6.1 4.6 8.0 4.5 6.1 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 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.3 3.2 2.3 2.3 2.3 2.2 2.3 2.3 Green Ext Time (p_c), s 0.0 0.5 0.0 0.1 0.0 0.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
23: Lammers Extension & I-205 WB On-Ramp/I-205 WB Off-Ramp PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 760 0 25 0 147 760 0 25 25 Future Volume (veh/h) 0 0 0 760 0 25 0 147 760 0 25 25
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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 760 0 0 0 147 760 0 25 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 1177 0 0 2202 2343 0 3165 982
Arrive On Green 0.22 0.00 0.00 0.00 0.20 0.20 0.00 0.62 0.62 Sat Flow, veh/h 5344 0 1585 0 3647 2790 0 5274 1585
Grp Volume(v), veh/h 760 0 0 0 147 760 0 25 25
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1395 0 1702 1585 Q Serve(g_s), s 6.5 0.0 0.0 0.0 1.7 5.0 0.0 0.1 0.3
Cycle Q Clear(g_c), s 6.5 0.0 0.0 0.0 1.7 5.0 0.0 0.1 0.3 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1177 0 0 2202 2343 0 3165 982
V/C Ratio(X) 0.65 0.00 0.00 0.07 0.32 0.00 0.01 0.03
Avail Cap(c_a), veh/h 2244 0 0 2202 2343 0 3165 982
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.50 0.50 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 0.0 0.0 8.2 2.2 0.0 3.6 3.7 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.0 0.0 0.2 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 2.4 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 0.0 0.0 0.0 8.3 2.4 0.0 3.6 3.7 LnGrp LOS B A AAAAAA
Approach Vol, veh/h 760 A 907 50
Approach Delay, s/veh 18.3 3.3 3.7
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 35.0 35.0 15.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 21.0 21.0 21.0
Max Q Clear Time (g_c+I1), s 7.0 2.3 8.5
Green Ext Time (p_c), s 3.8 0.1 2.5
Intersection Summary
HCM 6th Ctrl Delay 10.0
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
24: Lammers Extension & I-205 EB Off Ramp/I-205 EB On Ramp PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 0 1673 0000 8 5 4 1878 0 770 20 Future Volume (veh/h) 60 0 1673 0000 8 5 4 1878 0 770 20 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 60 0 0 0 854 1878 0 770 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 82 0 0 4462 2438 0 4462 1385
Arrive On Green 0.05 0.00 0.00 0.00 0.87 0.87 0.00 0.29 0.29 Sat Flow, veh/h 1781 0 1585 0 5274 2790 0 5274 1585
Grp Volume(v), veh/h 60 0 0 0 854 1878 0 770 20
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1395 0 1702 1585 Q Serve(g_s), s 3.3 0.0 0.0 0.0 2.5 26.0 0.0 11.3 0.9
Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 2.5 26.0 0.0 11.3 0.9 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 82 0 0 4462 2438 0 4462 1385
V/C Ratio(X) 0.73 0.00 0.00 0.19 0.77 0.00 0.17 0.01
Avail Cap(c_a), veh/h 1265 0 0 4462 2438 0 4462 1385
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.58 0.58 0.00 0.98 0.98 Uniform Delay (d), s/veh 47.1 0.0 0.0 0.0 1.0 2.4 0.0 8.5 4.8 Incr Delay (d2), s/veh 11.7 0.0 0.0 0.0 0.1 1.4 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 1.7 0.0 0.0 0.0 0.2 2.3 0.0 5.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.8 0.0 0.0 0.0 1.0 3.8 0.0 8.6 4.8 LnGrp LOS E A AAAAAA
Approach Vol, veh/h 60 A 2732 790
Approach Delay, s/veh 58.8 3.0 8.5
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 91.4 8.6 91.4
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 21.0 71.0 21.0
Max Q Clear Time (g_c+I1), s 28.0 5.3 13.3
Green Ext Time (p_c), s 0.0 0.4 3.2
Intersection Summary
HCM 6th Ctrl Delay 5.1
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 PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1688 25 20 20 25 25 25 1003 20 136 1918 899 Future Volume (veh/h) 1688 25 20 20 25 25 25 1003 20 136 1918 899 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1688 25 0 20 25 0 25 1003 20 136 1918 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, % 2 22222222222
Cap, veh/h 1866 68 662 68 35 2266 558 166 2176
Arrive On Green 0.37 0.04 0.00 0.37 0.04 0.00 0.02 0.35 0.35 0.09 0.43 0.00 Sat Flow, veh/h 5023 1870 1585 1781 1870 1585 1781 6434 1585 1781 5106 2790 Grp Volume(v), veh/h 1688 25 0 20 25 0 25 1003 20 136 1918 0 Grp Sat Flow(s),veh/h/ln1674 1870 1585 1781 1870 1585 1781 1609 1585 1781 1702 1395 Q Serve(g_s), s 34.8 1.4 0.0 0.8 1.4 0.0 1.5 13.1 0.3 8.2 37.7 0.0 Cycle Q Clear(g_c), s 34.8 1.4 0.0 0.8 1.4 0.0 1.5 13.1 0.3 8.2 37.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1866 68 662 68 35 2266 558 166 2176 V/C Ratio(X) 0.90 0.37 0.03 0.37 0.72 0.44 0.04 0.82 0.88 Avail Cap(c_a), veh/h 1976 975 662 325 65 2266 558 293 2242 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.5 51.4 0.0 21.8 51.4 0.0 53.3 27.2 2.3 48.6 28.8 0.0 Incr Delay (d2), s/veh 6.2 3.2 0.0 0.0 3.2 0.0 24.3 0.1 0.0 9.4 4.4 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 14.8 0.7 0.0 0.3 0.7 0.0 0.9 5.0 0.3 4.1 15.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 54.6 0.0 21.9 54.6 0.0 77.6 27.3 2.3 58.0 33.2 0.0 LnGrp LOS D D C D E C A E C
Approach Vol, veh/h 1713 A 45 A 1048 2054 A
Approach Delay, s/veh 38.9 40.1 28.0 34.9
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 44.6 8.0 6.1 50.6 44.6 8.0 14.2 42.5 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 57.0 4.0 48.0 43.0 19.0 18.0 34.0 Max Q Clear Time (g_c+I1), s 2.8 3.4 3.5 39.7 36.8 3.4 10.2 15.1 Green Ext Time (p_c), s 0.0 0.1 0.0 6.8 3.8 0.0 0.2 7.1 Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
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/Eleventh St PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 25
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1423 515 161 478 529 183
Future Volume (veh/h) 1423 515 161 478 529 183
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1423 515 161 478 529 183
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 3730 1158 241 4701 810 256
Arrive On Green 0.73 0.73 0.73 0.73 0.16 0.16
Sat Flow, veh/h 5274 1585 229 6696 5023 1585
Grp Volume(v), veh/h 1423 515 161 478 529 183
Grp Sat Flow(s),veh/h/ln1702 1585 229 1609 1674 1585
Q Serve(g_s), s 7.7 9.6 46.3 1.6 7.3 8.1
Cycle Q Clear(g_c), s 7.7 9.6 54.0 1.6 7.3 8.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 3730 1158 241 4701 810 256
V/C Ratio(X) 0.38 0.44 0.67 0.10 0.65 0.72
Avail Cap(c_a), veh/h 3730 1158 241 4701 1223 386
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 3.7 4.0 16.3 2.9 29.1 29.4
Incr Delay (d2), s/veh 0.1 0.3 6.9 0.0 0.9 3.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 1.6 2.7 0.3 2.9 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.8 4.2 23.3 2.9 30.0 33.1
LnGrp LOS A A C A C C
Approach Vol, veh/h 1938 639 712
Approach Delay, s/veh 3.9 8.0 30.8
Approach LOS A A C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 15.9 58.0 58.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 54.0 54.0
Max Q Clear Time (g_c+I1), s 10.1 11.6 56.0
Green Ext Time (p_c), s 1.8 16.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
27: Grant Line Rd & Pavillion Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 26
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 347 552 20 432 121 20
Future Volume (veh/h) 347 552 20 432 121 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 347 552 20 432 121 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 855 725 36 1134 243 216
Arrive On Green 0.46 0.46 0.02 0.61 0.14 0.14
Sat Flow, veh/h 1870 1585 1781 1870 1781 1585
Grp Volume(v), veh/h 347 552 20 432 121 20
Grp Sat Flow(s),veh/h/ln1870 1585 1781 1870 1781 1585
Q Serve(g_s), s 3.8 9.0 0.3 3.7 2.0 0.3
Cycle Q Clear(g_c), s 3.8 9.0 0.3 3.7 2.0 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 855 725 36 1134 243 216
V/C Ratio(X) 0.41 0.76 0.55 0.38 0.50 0.09
Avail Cap(c_a), veh/h 1263 1070 229 1744 1031 917
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 5.6 7.0 15.1 3.1 12.4 11.7
Incr Delay (d2), s/veh 0.3 1.9 12.3 0.2 1.6 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 0.8 1.9 0.2 0.4 0.7 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 8.9 27.4 3.3 14.0 11.9
LnGrp LOS A A C A B B
Approach Vol, veh/h 899 452 141
Approach Delay, s/veh 7.8 4.4 13.7
Approach LOS A A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 8.2 4.6 18.2 22.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 4.0 21.0 29.0
Max Q Clear Time (g_c+I1), s 4.0 2.3 11.0 5.7
Green Ext Time (p_c), s 0.3 0.0 3.2 2.8
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
29: S Lammers Rd & Pavillion Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 27
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 279 50 20 413 20 25 20 20 20 20 25 Future Volume (veh/h) 25 279 50 20 413 20 25 20 20 20 20 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 279 50 20 413 20 25 20 20 20 20 25 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, % 2 22222222222
Cap, veh/h 44 599 507 36 590 500 44 113 113 36 96 120
Arrive On Green 0.02 0.32 0.32 0.02 0.32 0.32 0.02 0.13 0.13 0.02 0.13 0.13 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 858 858 1781 756 945 Grp Volume(v), veh/h 25 279 50 20 413 20 25 0 40 20 0 45 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1716 1781 0 1700 Q Serve(g_s), s 0.4 3.8 0.7 0.4 6.1 0.3 0.4 0.0 0.7 0.4 0.0 0.7 Cycle Q Clear(g_c), s 0.4 3.8 0.7 0.4 6.1 0.3 0.4 0.0 0.7 0.4 0.0 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.56
Lane Grp Cap(c), veh/h 44 599 507 36 590 500 44 0 226 36 0 216 V/C Ratio(X) 0.56 0.47 0.10 0.55 0.70 0.04 0.56 0.00 0.18 0.55 0.00 0.21 Avail Cap(c_a), veh/h 226 1068 905 226 1068 905 226 0 980 226 0 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 15.2 8.6 7.5 15.3 9.5 7.5 15.2 0.0 12.2 15.3 0.0 12.3 Incr Delay (d2), s/veh 10.7 0.6 0.1 12.4 1.5 0.0 10.7 0.0 0.4 12.4 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 0.3 1.1 0.2 0.2 1.9 0.1 0.3 0.0 0.2 0.2 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 9.1 7.6 27.7 11.0 7.5 25.9 0.0 12.5 27.7 0.0 12.8 LnGrp LOS C A A C B A C A B C A B
Approach Vol, veh/h 354 453 65 65
Approach Delay, s/veh 10.1 11.6 17.7 17.4
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.6 8.1 4.6 14.1 4.8 8.0 4.8 13.9 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 2.7 2.4 5.8 2.4 2.7 2.4 8.1 Green Ext Time (p_c), s 0.0 0.1 0.0 1.4 0.0 0.1 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
30: Grant Line Rd & S Lammers Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 28
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 39 1307 1023 45 43 25
Future Volume (veh/h) 39 1307 1023 45 43 25
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 39 1307 1023 45 43 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 467 2080 2080 928 242 215
Arrive On Green 0.59 0.59 0.59 0.59 0.14 0.14
Sat Flow, veh/h 524 3618 3618 1572 1767 1572
Grp Volume(v), veh/h 39 1307 1023 45 43 25
Grp Sat Flow(s),veh/h/ln 524 1763 1763 1572 1767 1572
Q Serve(g_s), s 1.4 7.1 4.9 0.4 0.6 0.4
Cycle Q Clear(g_c), s 6.3 7.1 4.9 0.4 0.6 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 467 2080 2080 928 242 215
V/C Ratio(X) 0.08 0.63 0.49 0.05 0.18 0.12
Avail Cap(c_a), veh/h 588 2891 2891 1289 1087 967
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 5.3 3.9 3.5 2.5 11.2 11.1
Incr Delay (d2), s/veh 0.1 0.3 0.2 0.0 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.0 0.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.4 4.2 3.6 2.6 11.5 11.3
LnGrp LOS A AAABB
Approach Vol, veh/h 1346 1068 68
Approach Delay, s/veh 4.3 3.6 11.5
Approach LOS A A B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 21.3 8.0 21.3
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 24.0 18.0 24.0
Max Q Clear Time (g_c+I1), s 9.1 2.6 6.9
Green Ext Time (p_c), s 8.2 0.1 6.6
Intersection Summary
HCM 6th Ctrl Delay 4.2
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
31: Lammers Rd & Byron Rd/ Byron Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 29
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 504 322 29 380 438 84
Future Volume (veh/h) 504 322 29 380 438 84
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 504 322 29 380 438 84
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 646 547 111 898 542 482
Arrive On Green 0.35 0.35 0.06 0.48 0.31 0.31
Sat Flow, veh/h 1856 1572 1767 1856 1767 1572
Grp Volume(v), veh/h 504 322 29 380 438 84
Grp Sat Flow(s),veh/h/ln1856 1572 1767 1856 1767 1572
Q Serve(g_s), s 11.6 8.0 0.7 6.3 10.9 1.9
Cycle Q Clear(g_c), s 11.6 8.0 0.7 6.3 10.9 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 646 547 111 898 542 482
V/C Ratio(X) 0.78 0.59 0.26 0.42 0.81 0.17
Avail Cap(c_a), veh/h 875 741 111 1147 778 692
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.9 12.8 21.3 8.0 15.3 12.1
Incr Delay (d2), s/veh 3.6 1.2 0.5 0.4 4.7 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 2.3 0.3 1.8 4.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 14.0 21.8 8.4 20.0 12.3
LnGrp LOS B B C A B B
Approach Vol, veh/h 826 409 522
Approach Delay, s/veh 16.1 9.3 18.7
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 28.1 19.6 6.5 21.6
Change Period (Y+Rc), s * 5 5.0 3.5 5.0
Max Green Setting (Gmax), s * 30 21.0 3.0 22.5
Max Q Clear Time (g_c+I1), s 8.3 12.9 2.7 13.6
Green Ext Time (p_c), s 1.8 1.7 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 15.3
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 PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 981 373 50 605 25 20 125 122 25 77 34 Future Volume (veh/h) 104 981 373 50 605 25 20 125 122 25 77 34 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 104 981 0 50 605 0 20 125 0 25 77 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, % 3 33333333333
Cap, veh/h 422 2019 327 1968 227 497 286 558
Arrive On Green 0.12 0.40 0.00 0.10 0.39 0.00 0.07 0.14 0.00 0.08 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 104 981 0 50 605 0 20 125 0 25 77 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 1.5 8.1 0.0 0.8 4.7 0.0 0.3 1.8 0.0 0.4 1.1 0.0 Cycle Q Clear(g_c), s 1.5 8.1 0.0 0.8 4.7 0.0 0.3 1.8 0.0 0.4 1.1 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 422 2019 327 1968 227 497 286 558 V/C Ratio(X) 0.25 0.49 0.15 0.31 0.09 0.25 0.09 0.14
Avail Cap(c_a), veh/h 526 3467 526 3557 526 2645 617 2740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 22.2 12.6 0.0 23.3 11.9 0.0 24.6 21.5 0.0 23.7 20.3 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.0 0.1 0.2 0.0 0.1 0.4 0.0 0.1 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 0.5 2.4 0.0 0.3 1.4 0.0 0.1 0.7 0.0 0.1 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 13.0 0.0 23.4 12.1 0.0 24.7 21.8 0.0 23.9 20.4 0.0 LnGrp LOS C B C B C C C C
Approach Vol, veh/h 1085 A 655 A 145 A 102 A
Approach Delay, s/veh 13.9 13.0 22.2 21.3
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.7 26.4 7.1 12.9 10.3 25.8 8.1 11.9 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 6.5 36.3 6.5 41.5 6.5 37.3 8.0 40.0 Max Q Clear Time (g_c+I1), s 2.8 10.1 2.3 3.1 3.5 6.7 2.4 3.8 Green Ext Time (p_c), s 0.0 10.2 0.0 0.3 0.0 6.2 0.0 0.8 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 [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 PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 31
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 222 445 329 40 290 228 555 106 136 772 22 Future Volume (veh/h) 54 222 445 329 40 290 228 555 106 136 772 22 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 54 222 445 329 40 290 228 555 106 136 772 22 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, % 3 33333333333
Cap, veh/h 397 472 400 476 515 436 349 1082 336 397 995 781 Arrive On Green 0.12 0.25 0.25 0.14 0.28 0.28 0.07 0.21 0.21 0.12 0.28 0.28 Sat Flow, veh/h 3428 1856 1572 3428 1856 1572 4983 5066 1572 3428 3526 2768 Grp Volume(v), veh/h 54 222 445 329 40 290 228 555 106 136 772 22 Grp Sat Flow(s),veh/h/ln1714 1856 1572 1714 1856 1572 1661 1689 1572 1714 1763 1384 Q Serve(g_s), s 1.2 8.8 22.0 7.9 1.4 14.1 3.9 8.4 4.9 3.2 17.4 0.5 Cycle Q Clear(g_c), s 1.2 8.8 22.0 7.9 1.4 14.1 3.9 8.4 4.9 3.2 17.4 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 397 472 400 476 515 436 349 1082 336 397 995 781 V/C Ratio(X) 0.14 0.47 1.11 0.69 0.08 0.66 0.65 0.51 0.32 0.34 0.78 0.03 Avail Cap(c_a), veh/h 397 472 400 991 751 637 519 1816 564 397 1386 1088 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 34.4 27.3 32.2 35.5 23.1 27.7 39.2 30.0 28.7 35.2 28.5 22.4 Incr Delay (d2), s/veh 0.2 0.7 79.0 0.7 0.0 0.7 2.1 0.4 0.5 0.7 2.1 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 0.5 3.8 16.5 3.2 0.6 5.0 1.6 3.2 1.8 1.3 7.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.6 28.0 111.2 36.1 23.1 28.3 41.3 30.4 29.2 35.9 30.6 22.5 LnGrp LOS C C F DCCDCCDCC
Approach Vol, veh/h 721 659 889 930
Approach Delay, s/veh 79.9 31.9 33.0 31.2
Approach LOS E C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 18.0 28.0 10.1 30.4 16.0 30.0 16.0 24.5 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 9.0 34.0 10.0 35.0 10.0 31.0 Max Q Clear Time (g_c+I1), s 9.9 24.0 5.9 19.4 3.2 16.1 5.2 10.4 Green Ext Time (p_c), s 0.5 0.0 0.2 5.0 0.1 0.6 0.2 3.7 Intersection Summary
HCM 6th Ctrl Delay 42.8
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
34: Lammers Rd & Pomontory Pkwy PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 294 150 134 65 95 25 333 116 247 296 20 Future Volume (veh/h) 25 294 150 134 65 95 25 333 116 247 296 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 294 150 134 65 95 25 333 116 247 296 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, % 2 22222222222
Cap, veh/h 42 412 349 171 548 464 42 611 272 307 1140 508 Arrive On Green 0.02 0.22 0.22 0.10 0.29 0.29 0.02 0.17 0.17 0.17 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 25 294 150 134 65 95 25 333 116 247 296 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.7 6.9 3.8 3.5 1.2 2.1 0.7 4.0 3.1 6.3 2.9 0.4 Cycle Q Clear(g_c), s 0.7 6.9 3.8 3.5 1.2 2.1 0.7 4.0 3.1 6.3 2.9 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 42 412 349 171 548 464 42 611 272 307 1140 508 V/C Ratio(X) 0.59 0.71 0.43 0.78 0.12 0.20 0.59 0.55 0.43 0.80 0.26 0.04 Avail Cap(c_a), veh/h 151 714 605 227 793 672 151 1431 638 415 1959 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 22.8 17.0 15.8 20.8 12.2 12.5 22.8 17.8 17.5 18.8 11.9 11.0 Incr Delay (d2), s/veh 12.5 2.3 0.8 12.1 0.1 0.2 12.5 0.8 1.1 8.0 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 0.4 2.8 1.3 1.9 0.4 0.7 0.4 1.5 1.1 2.8 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 19.3 16.7 32.9 12.3 12.8 35.3 18.6 18.5 26.8 12.0 11.1 LnGrp LOS D B B C B B D B B C B B
Approach Vol, veh/h 469 294 474 563
Approach Delay, s/veh 19.3 21.8 19.5 18.4
Approach LOS B C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.1 12.1 8.5 14.4 5.1 19.1 5.1 17.8 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 11.0 19.0 6.0 18.0 4.0 26.0 4.0 20.0 Max Q Clear Time (g_c+I1), s 8.3 6.0 5.5 8.9 2.7 4.9 2.7 4.1 Green Ext Time (p_c), s 0.2 2.1 0.0 1.5 0.0 1.7 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
35: Lammers Rd & Crossroads Dr PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 33
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 48 25 438 159 82 516
Future Volume (veh/h) 48 25 438 159 82 516
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 48 25 438 159 82 516
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 123 109 1609 718 739 1609
Arrive On Green 0.07 0.07 0.45 0.45 0.45 0.45
Sat Flow, veh/h 1781 1585 3647 1585 821 3647
Grp Volume(v), veh/h 48 25 438 159 82 516
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 821 1777
Q Serve(g_s), s 0.4 0.2 1.3 1.0 1.2 1.6
Cycle Q Clear(g_c), s 0.4 0.2 1.3 1.0 2.4 1.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 109 1609 718 739 1609
V/C Ratio(X) 0.39 0.23 0.27 0.22 0.11 0.32
Avail Cap(c_a), veh/h 1917 1706 4037 1801 1300 4037
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 7.5 7.4 2.9 2.8 3.6 2.9
Incr Delay (d2), s/veh 2.0 1.1 0.1 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 0.1 0.1 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.5 8.4 2.9 2.9 3.7 3.0
LnGrp LOS A AAAAA
Approach Vol, veh/h 73 597 598
Approach Delay, s/veh 9.1 2.9 3.1
Approach LOS A A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 11.6 11.6 5.2
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 19.0 18.0
Max Q Clear Time (g_c+I1), s 3.3 4.4 2.4
Green Ext Time (p_c), s 3.1 3.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
36: Lammers Rd & Redbridge Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 34
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 46 58 465 68 112 551
Future Volume (veh/h) 46 58 465 68 112 551
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 46 58 465 68 112 551
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 98 87 597 266 1158 3049
Arrive On Green 0.06 0.06 0.34 0.34 0.66 0.86
Sat Flow, veh/h 1767 1572 3618 1572 1767 3618
Grp Volume(v), veh/h 46 58 465 68 112 551
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1572 1767 1763
Q Serve(g_s), s 2.5 3.6 11.8 3.1 2.3 2.5
Cycle Q Clear(g_c), s 2.5 3.6 11.8 3.1 2.3 2.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 98 87 597 266 1158 3049
V/C Ratio(X) 0.47 0.67 0.78 0.26 0.10 0.18
Avail Cap(c_a), veh/h 406 362 1410 629 1158 3049
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.96 0.96 0.99 0.99
Uniform Delay (d), s/veh 45.8 46.3 31.4 28.5 6.3 1.1
Incr Delay (d2), s/veh 3.5 8.5 9.3 2.2 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 1.2 1.6 4.8 1.3 0.7 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 54.9 40.7 30.7 6.4 1.2
LnGrp LOS D D D C A A
Approach Vol, veh/h 104 533 663
Approach Delay, s/veh 52.4 39.5 2.1
Approach LOS D D A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 69.6 20.9 90.5 9.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 40.0 69.0 23.0
Max Q Clear Time (g_c+I1), s 4.3 13.8 4.5 5.6
Green Ext Time (p_c), s 0.2 3.1 3.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
37: Lammers Road & Old Schulte Road PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 35
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 198 269 67 342 324 27
Future Volume (veh/h) 198 269 67 342 324 27
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 198 269 67 342 324 27
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 359 319 992 2554 433 193
Arrive On Green 0.20 0.20 0.56 0.72 0.12 0.12
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 198 269 67 342 324 27
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 10.0 16.3 1.7 3.0 8.8 1.5
Cycle Q Clear(g_c), s 10.0 16.3 1.7 3.0 8.8 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 359 319 992 2554 433 193
V/C Ratio(X) 0.55 0.84 0.07 0.13 0.75 0.14
Avail Cap(c_a), veh/h 695 618 992 2554 1137 507
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 0.99 0.99
Uniform Delay (d), s/veh 35.9 38.4 10.2 4.4 42.4 39.2
Incr Delay (d2), s/veh 1.3 6.0 0.0 0.1 11.1 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 14.0 0.6 0.8 4.4 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 44.4 10.2 4.5 53.6 40.7
LnGrp LOS D D B A D D
Approach Vol, veh/h 467 409 351
Approach Delay, s/veh 41.4 5.4 52.6
Approach LOS D A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 75.9 24.1 59.7 16.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 53.0 39.0 17.0 32.0
Max Q Clear Time (g_c+I1), s 5.0 18.3 3.7 10.8
Green Ext Time (p_c), s 1.5 1.8 0.1 1.4
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
38: Lammers Road & Western Pacific Way PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 36
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 39 25 371 20 155 493
Future Volume (veh/h) 39 25 371 20 155 493
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 39 25 371 20 155 493
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 109 97 1678 748 828 1678
Arrive On Green 0.06 0.06 0.47 0.47 0.47 0.47
Sat Flow, veh/h 1781 1585 3647 1585 993 3647
Grp Volume(v), veh/h 39 25 371 20 155 493
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 993 1777
Q Serve(g_s), s 0.4 0.3 1.1 0.1 1.9 1.5
Cycle Q Clear(g_c), s 0.4 0.3 1.1 0.1 2.9 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 109 97 1678 748 828 1678
V/C Ratio(X) 0.36 0.26 0.22 0.03 0.19 0.29
Avail Cap(c_a), veh/h 1870 1664 3938 1756 1459 3938
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 7.7 7.7 2.7 2.4 3.5 2.8
Incr Delay (d2), s/veh 2.0 1.4 0.1 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 0.1 0.1 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 9.1 2.7 2.4 3.6 2.9
LnGrp LOS A AAAAA
Approach Vol, veh/h 64 391 648
Approach Delay, s/veh 9.4 2.7 3.1
Approach LOS A A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 12.1 12.1 5.1
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 19.0 18.0
Max Q Clear Time (g_c+I1), s 3.1 4.9 2.4
Green Ext Time (p_c), s 2.0 3.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 3.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

Tracy Transportation Master Plan Update Future 2042
39: Lammers Road & Valpico Road PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 63 54 20 36 25 25 399 25 77 450 25 Future Volume (veh/h) 25 63 54 20 36 25 25 399 25 77 450 25 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 63 54 20 36 25 25 399 25 77 450 25 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, % 2 22222222222
Cap, veh/h 45 203 172 139 302 256 45 775 346 112 910 406 Arrive On Green 0.03 0.11 0.11 0.08 0.16 0.16 0.03 0.22 0.22 0.06 0.26 0.26 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 25 63 54 20 36 25 25 399 25 77 450 25 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.4 0.9 0.9 0.3 0.5 0.4 0.4 3.0 0.4 1.3 3.2 0.4 Cycle Q Clear(g_c), s 0.4 0.9 0.9 0.3 0.5 0.4 0.4 3.0 0.4 1.3 3.2 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 45 203 172 139 302 256 45 775 346 112 910 406 V/C Ratio(X) 0.56 0.31 0.31 0.14 0.12 0.10 0.56 0.51 0.07 0.69 0.49 0.06 Avail Cap(c_a), veh/h 296 1120 949 1066 1928 1634 296 2127 949 296 2127 949 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 14.5 12.4 12.4 12.9 10.8 10.7 14.5 10.4 9.3 13.8 9.5 8.5 Incr Delay (d2), s/veh 10.5 0.9 1.0 0.5 0.2 0.2 10.5 0.5 0.1 7.2 0.4 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 0.3 0.3 0.3 0.1 0.2 0.1 0.3 0.9 0.1 0.6 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 13.2 13.4 13.4 10.9 10.9 25.0 10.9 9.4 21.0 9.9 8.5 LnGrp LOS C BBBBBCBACAA
Approach Vol, veh/h 142 81 449 552
Approach Delay, s/veh 15.4 11.5 11.6 11.4
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.9 10.6 6.3 7.3 4.8 11.7 4.8 8.9 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 5.0 18.0 18.0 18.0 5.0 18.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 3.3 5.0 2.3 2.9 2.4 5.2 2.4 2.5 Green Ext Time (p_c), s 0.0 1.6 0.0 0.4 0.0 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
40: Lammers Road/Lammers Rd & Samuel James Way PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 38
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 21 20 378 102 20 506
Future Volume (veh/h) 21 20 378 102 20 506
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 21 20 378 102 20 506
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 73 65 1092 487 38 1914
Arrive On Green 0.04 0.04 0.31 0.31 0.02 0.54
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 21 20 378 102 20 506
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 0.2 0.2 1.6 0.9 0.2 1.5
Cycle Q Clear(g_c), s 0.2 0.2 1.6 0.9 0.2 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 73 65 1092 487 38 1914
V/C Ratio(X) 0.29 0.31 0.35 0.21 0.53 0.26
Avail Cap(c_a), veh/h 374 333 3735 1666 374 5229
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 8.9 8.9 5.1 4.9 9.2 2.4
Incr Delay (d2), s/veh 2.1 2.6 0.2 0.2 11.2 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 0.1 0.1 0.0 0.1 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.0 11.5 5.3 5.1 20.4 2.4
LnGrp LOS B B A A C A
Approach Vol, veh/h 41 480 526
Approach Delay, s/veh 11.2 5.3 3.1
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s4.4 9.8 14.2 4.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 20.0 28.0 4.0
Max Q Clear Time (g_c+I1), s 2.2 3.6 3.5 2.2
Green Ext Time (p_c), s 0.0 2.3 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
41: Lammers Road/Lammers Rd & Hansen Rd/Ellis Town Dr PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 55 245 39 22 25 98 459 132 46 481 20 Future Volume (veh/h) 20 55 245 39 22 25 98 459 132 46 481 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 55 245 39 22 25 98 459 132 46 481 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, % 2 22222222222
Cap, veh/h 36 404 342 64 433 367 123 943 421 73 842 376 Arrive On Green 0.02 0.22 0.22 0.04 0.23 0.23 0.07 0.27 0.27 0.04 0.24 0.24 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 20 55 245 39 22 25 98 459 132 46 481 20 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.4 0.9 5.2 0.8 0.3 0.4 2.0 3.9 2.4 0.9 4.3 0.4 Cycle Q Clear(g_c), s 0.4 0.9 5.2 0.8 0.3 0.4 2.0 3.9 2.4 0.9 4.3 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 36 404 342 64 433 367 123 943 421 73 842 376 V/C Ratio(X) 0.56 0.14 0.72 0.61 0.05 0.07 0.79 0.49 0.31 0.63 0.57 0.05 Avail Cap(c_a), veh/h 197 930 788 197 930 788 197 1767 788 197 1767 788 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 11.5 13.2 17.2 10.8 10.9 16.6 11.2 10.7 17.1 12.2 10.7 Incr Delay (d2), s/veh 12.9 0.2 2.8 9.1 0.0 0.1 10.9 0.4 0.4 8.7 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 1.7 0.4 0.1 0.1 1.0 1.1 0.7 0.5 1.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.4 11.6 16.0 26.3 10.9 10.9 27.5 11.6 11.1 25.8 12.8 10.7 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 320 86 689 547
Approach Delay, s/veh 16.1 17.9 13.8 13.8
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.5 13.6 5.3 11.8 6.5 12.6 4.7 12.4 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.9 5.9 2.8 7.2 4.0 6.3 2.4 2.4 Green Ext Time (p_c), s 0.0 2.5 0.0 0.8 0.0 2.3 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
42: Sandhu Access & Linne Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 40
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 761 53 20 424 96 90
Future Volume (veh/h) 761 53 20 424 96 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 761 53 20 424 96 90
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 1410 629 37 2001 259 231
Arrive On Green 0.40 0.40 0.02 0.56 0.15 0.15
Sat Flow, veh/h 3647 1585 1781 3647 1781 1585
Grp Volume(v), veh/h 761 53 20 424 96 90
Grp Sat Flow(s),veh/h/ln1777 1585 1781 1777 1781 1585
Q Serve(g_s), s 4.5 0.6 0.3 1.6 1.3 1.4
Cycle Q Clear(g_c), s 4.5 0.6 0.3 1.6 1.3 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1410 629 37 2001 259 231
V/C Ratio(X) 0.54 0.08 0.54 0.21 0.37 0.39
Avail Cap(c_a), veh/h 2458 1096 259 3493 1297 1154
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 6.4 5.2 13.3 3.0 10.6 10.6
Incr Delay (d2), s/veh 0.3 0.1 12.0 0.1 0.9 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 0.9 0.1 0.2 0.1 0.4 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.7 5.2 25.3 3.0 11.5 11.7
LnGrp LOS A A C A B B
Approach Vol, veh/h 814 444 186
Approach Delay, s/veh 6.6 4.0 11.6
Approach LOS A A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 8.0 4.6 14.9 19.5
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 3.4 2.3 6.5 3.6
Green Ext Time (p_c), s 0.5 0.0 4.4 2.8
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
43: Lammers Road/Lammers Rd & Linne Rd PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 41
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 432 81 763 693 33 704
Future Volume (veh/h) 432 81 763 693 33 704
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 432 81 763 693 33 704
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 517 460 1510 674 53 1918
Arrive On Green 0.29 0.29 0.42 0.42 0.03 0.54
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 432 81 763 693 33 704
Grp Sat Flow(s),veh/h/ln1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 10.7 1.8 7.4 20.0 0.9 5.4
Cycle Q Clear(g_c), s 10.7 1.8 7.4 20.0 0.9 5.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 517 460 1510 674 53 1918
V/C Ratio(X) 0.84 0.18 0.51 1.03 0.62 0.37
Avail Cap(c_a), veh/h 719 640 1510 674 151 2114
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.6 12.5 9.9 13.5 22.6 6.2
Incr Delay (d2), s/veh 6.1 0.2 0.3 42.3 11.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 0.6 2.0 12.5 0.5 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 12.7 10.2 55.8 33.9 6.3
LnGrp LOS C B B F C A
Approach Vol, veh/h 513 1456 737
Approach Delay, s/veh 20.3 31.9 7.6
Approach LOS C C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.4 24.0 29.4 17.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 4.0 20.0 28.0 19.0
Max Q Clear Time (g_c+I1), s 2.9 22.0 7.4 12.7
Green Ext Time (p_c), s 0.0 0.0 4.3 1.0
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
44: Lammers Rd & Tracy Hills Dr PM Peak Hour
HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 25 60 169 32 154 198 1204 220 139 975 40 Future Volume (veh/h) 23 25 60 169 32 154 198 1204 220 139 975 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 25 60 169 32 154 198 1204 220 139 975 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, % 2 22222222222
Cap, veh/h 38 142 120 213 326 486 247 1571 701 230 1316 587 Arrive On Green 0.02 0.08 0.08 0.12 0.17 0.17 0.14 0.44 0.44 0.07 0.37 0.37 Sat Flow, veh/h 1781 1870 1585 1781 1870 2790 1781 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 23 25 60 169 32 154 198 1204 220 139 975 40 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1395 1781 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.7 0.7 2.0 5.0 0.8 2.6 5.8 15.5 4.9 2.1 12.9 0.9 Cycle Q Clear(g_c), s 0.7 0.7 2.0 5.0 0.8 2.6 5.8 15.5 4.9 2.1 12.9 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 38 142 120 213 326 486 247 1571 701 230 1316 587 V/C Ratio(X) 0.60 0.18 0.50 0.79 0.10 0.32 0.80 0.77 0.31 0.60 0.74 0.07 Avail Cap(c_a), veh/h 132 622 527 263 760 1133 296 1903 849 255 1575 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 26.3 23.4 24.0 23.2 18.8 19.5 22.6 12.7 9.8 24.6 14.8 11.0 Incr Delay (d2), s/veh 13.9 0.6 3.2 12.4 0.1 0.4 12.5 1.6 0.3 3.3 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 0.8 2.7 0.3 0.8 2.9 4.7 1.5 0.9 4.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 24.0 27.2 35.6 18.9 19.9 35.2 14.3 10.0 27.9 16.3 11.1 LnGrp LOS D C C D B B D B B C B B
Approach Vol, veh/h 108 355 1622 1154
Approach Delay, s/veh 29.2 27.3 16.3 17.6
Approach LOS C C B B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.6 27.9 10.5 8.1 11.5 24.1 5.2 13.4 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 29.0 8.0 18.0 9.0 24.0 4.0 22.0 Max Q Clear Time (g_c+I1), s 4.1 17.5 7.0 4.0 7.8 14.9 2.7 4.6 Green Ext Time (p_c), s 0.0 6.5 0.0 0.2 0.1 4.2 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
47: Naglee Rd & Middle Rd PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 43
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 56 57 77 119 20
Future Vol, veh/h 29 56 57 77 119 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, % 3 33333
Mvmt Flow 29 56 57 77 119 20

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