Major/Minor Minor2 Major1 Major2
Conflicting Flow All 320 129 139 0 - 0
Stage 1 129 -----
Stage 2 191 -----
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 671 918 1438 - - -
Stage 1 894 -----
Stage 2 839 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 643 918 1438 - - -
Mov Cap-2 Maneuver 643 -----
Stage 1 857 -----
Stage 2 839 -----
Approach EB NB SB
HCM Control Delay, s 10 3.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1438 - 801 - -
HCM Lane V/C Ratio 0.04 - 0.106 - -
HCM Control Delay (s) 7.6 0 10 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
Tracy Transportation Master Plan Update Future 2042
48: Naglee Rd & Auto Plaza Dr PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 44
Intersection
Int Delay, s/veh 15.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 106 144 74 25 34 25 102 156 25 50 73 45 Future Vol, veh/h 106 144 74 25 34 25 102 156 25 50 73 45 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 106 144 74 25 34 25 102 156 25 50 73 45
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 495 581 59 582 591 91 118 0 0 181 0 0 Stage 1 196 196 - 373 373 -------
Stage 2 299 385 - 209 218 -------
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 446 428 963 401 416 894 1446 - - 1407 - - Stage 1 773 742 - 625 614 -------
Stage 2 671 614 - 779 719 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 371 383 963 242 372 894 1446 - - 1407 - - Mov Cap-2 Maneuver 371 383 - 242 372 -------
Stage 1 718 714 - 581 570 -------
Stage 2 570 570 - 552 692 -------
Approach EB WB NB SB
HCM Control Delay, s 33 17.3 2.8 2.3
HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1446 - - 439 377 1407 - -
HCM Lane V/C Ratio 0.071 - - 0.738 0.223 0.036 - -
HCM Control Delay (s) 7.7 - - 33 17.3 7.7 0.1 -
HCM Lane LOS A - - D C A A -
HCM 95th %tile Q(veh) 0.2 - - 6 0.8 0.1 - -
Tracy Transportation Master Plan Update Future 2042
49: I-205 WB Off Ramp/Pavilion Pkwy & Naglee Rd PM 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) 165 262 43 24 269 25 696 188 104 38 29 143 Future Volume (veh/h) 165 262 43 24 269 25 696 188 104 38 29 143 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 165 262 43 24 269 25 696 188 104 38 29 143 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 215 504 225 201 596 54 1009 1487 663 63 279 237 Arrive On Green 0.12 0.14 0.14 0.11 0.13 0.11 0.29 0.42 0.42 0.04 0.15 0.15 Sat Flow, veh/h 1767 3526 1572 1767 4724 431 3428 3526 1572 1767 1856 1572 Grp Volume(v), veh/h 165 262 43 24 191 103 696 188 104 38 29 143 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1689 1778 1714 1763 1572 1767 1856 1572 Q Serve(g_s), s 5.1 3.8 1.3 0.7 2.9 3.0 10.1 1.8 1.1 1.2 0.8 4.8 Cycle Q Clear(g_c), s 5.1 3.8 1.3 0.7 2.9 3.0 10.1 1.8 1.1 1.2 0.8 4.8 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 215 504 225 201 426 224 1009 1487 663 63 279 237 V/C Ratio(X) 0.77 0.52 0.19 0.12 0.45 0.46 0.69 0.13 0.16 0.61 0.10 0.60 Avail Cap(c_a), veh/h 284 3317 1479 201 2990 1574 1772 2604 1162 133 551 467 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 23.8 22.2 21.1 22.3 22.6 22.8 17.5 9.9 2.3 26.6 20.5 22.2 Incr Delay (d2), s/veh 8.7 0.8 0.4 0.3 0.7 1.3 1.0 0.0 0.1 9.1 0.2 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 1.5 0.5 0.3 1.1 1.2 3.6 0.6 0.6 0.6 0.3 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 22.9 21.5 22.6 23.3 24.1 18.5 9.9 2.4 35.7 20.7 24.7 LnGrp LOS CCCCCCBAADCC
Approach Vol, veh/h 470 318 988 210
Approach Delay, s/veh 26.2 23.5 15.2 26.1
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 12.0 21.1 12.4 11.3 11.0 6.0 27.6 Change Period (Y+Rc), s 4.7 * 4.9 5.3 * 5.3 4.7 * 4.9 * 4.2 5.3 Max Green Setting (Gmax), s 5.2 * 52 28.3 * 15 8.8 * 49 * 4 40.0 Max Q Clear Time (g_c+I1), s 2.7 5.8 12.1 6.8 7.1 5.0 3.2 3.8 Green Ext Time (p_c), s 0.0 1.2 3.8 0.4 0.1 1.1 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 20.3
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
50: Shopping Center & Naglee Rd PM 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) 239 364 113 181 827 140 102 21 42 78 29 141 Future Volume (veh/h) 239 364 113 181 827 140 102 21 42 78 29 141 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 239 364 113 181 827 140 102 21 42 78 29 141 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 270 567 168 846 2060 347 133 69 137 125 223 189 Arrive On Green 0.15 0.15 0.15 0.48 0.47 0.47 0.08 0.12 0.12 0.07 0.12 0.12 Sat Flow, veh/h 1767 3875 1150 1767 4366 734 1767 552 1104 1767 1856 1572 Grp Volume(v), veh/h 239 315 162 181 639 328 102 0 63 78 29 141 Grp Sat Flow(s),veh/h/ln1767 1689 1649 1767 1689 1723 1767 0 1657 1767 1856 1572 Q Serve(g_s), s 13.2 8.8 9.3 6.0 12.3 12.4 5.7 0.0 3.5 4.3 1.4 8.7 Cycle Q Clear(g_c), s 13.2 8.8 9.3 6.0 12.3 12.4 5.7 0.0 3.5 4.3 1.4 8.7 Prop In Lane 1.00 0.70 1.00 0.43 1.00 0.67 1.00 1.00
Lane Grp Cap(c), veh/h 270 494 241 846 1594 813 133 0 206 125 223 189 V/C Ratio(X) 0.88 0.64 0.67 0.21 0.40 0.40 0.77 0.00 0.31 0.62 0.13 0.75 Avail Cap(c_a), veh/h 316 1013 495 846 1594 813 157 0 495 141 538 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 40.2 40.4 15.2 17.2 17.2 45.4 0.0 39.8 45.2 39.3 42.5 Incr Delay (d2), s/veh 17.8 5.3 12.0 0.0 0.8 1.5 13.9 0.0 0.3 4.1 0.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 3.9 4.5 2.3 4.7 5.0 3.0 0.0 1.4 2.0 0.6 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 45.5 52.4 15.2 17.9 18.7 59.2 0.0 40.2 49.2 39.4 44.8 LnGrp LOS E D D BBBEADDDD
Approach Vol, veh/h 716 1148 165 248
Approach Delay, s/veh 51.7 17.7 52.0 45.5
Approach LOS D B D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 52.3 19.1 12.0 16.5 19.8 51.7 11.6 16.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.1 30.0 8.9 29.0 17.9 26.2 8.0 29.9 Max Q Clear Time (g_c+I1), s 8.0 11.3 7.7 10.7 15.2 14.4 6.3 5.5 Green Ext Time (p_c), s 0.0 3.3 0.0 0.1 0.0 5.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 33.9
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 PM 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) 363 1377 144 0 1005 363 0 0 0 441 174 583 Future Volume (veh/h) 363 1377 144 0 1005 363 0 0 0 441 174 583 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 363 1377 144 0 1005 0 308 361 583
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 247 2756 855 0 1844 664 698 591
Arrive On Green 0.14 0.54 0.54 0.00 0.36 0.00 0.38 0.38 0.38 Sat Flow, veh/h 1767 5066 1572 0 5233 1572 1767 1856 1572 Grp Volume(v), veh/h 363 1377 144 0 1005 0 308 361 583
Grp Sat Flow(s),veh/h/ln1767 1689 1572 0 1689 1572 1767 1856 1572 Q Serve(g_s), s 14.0 17.0 4.6 0.0 15.7 0.0 13.2 15.1 36.8 Cycle Q Clear(g_c), s 14.0 17.0 4.6 0.0 15.7 0.0 13.2 15.1 36.8 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 247 2756 855 0 1844 664 698 591
V/C Ratio(X) 1.47 0.50 0.17 0.00 0.55 0.46 0.52 0.99
Avail Cap(c_a), veh/h 247 2756 855 0 1844 664 698 591
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 0.90 0.00 0.89 0.89 0.89 Uniform Delay (d), s/veh 43.0 14.3 11.4 0.0 25.2 0.0 23.6 24.2 30.9 Incr Delay (d2), s/veh 231.0 0.7 0.4 0.0 1.0 0.0 0.4 0.6 31.3 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 21.8 6.0 1.6 0.0 6.2 0.0 5.4 6.5 31.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 274.0 14.9 11.9 0.0 26.3 0.0 24.0 24.8 62.2 LnGrp LOS F B B A C C C E
Approach Vol, veh/h 1884 1005 A 1252
Approach Delay, s/veh 64.6 26.3 42.0
Approach LOS E C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 58.4 41.6 18.0 40.4
Change Period (Y+Rc), s 5.3 4.6 * 4.2 5.3
Max Green Setting (Gmax), s 53.1 37.0 * 14 35.1
Max Q Clear Time (g_c+I1), s 19.0 38.8 16.0 17.7
Green Ext Time (p_c), s 20.6 0.0 0.0 9.1
Intersection Summary
HCM 6th Ctrl Delay 48.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Tracy Transportation Master Plan Update Future 2042
52: I-205 EAST OFF RAMP/I-205 EAST & Grant Line Rd PM 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 1029 733 0 1153 148 215 0 402 0 0 0 Future Volume (veh/h) 0 1029 733 0 1153 148 215 0 402 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 1029 0 0 1153 0 215 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 2123 0 3051 313 0
Arrive On Green 0.00 0.60 0.00 0.00 0.60 0.00 0.18 0.00 0.00 Sat Flow, veh/h 0 3618 1572 0 5233 1572 1767 0 1572
Grp Volume(v), veh/h 0 1029 0 0 1153 0 215 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 5.8 0.0 0.0 4.1 0.0 4.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 5.8 0.0 0.0 4.1 0.0 4.0 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 2123 0 3051 313 0
V/C Ratio(X) 0.00 0.48 0.00 0.38 0.69 0.00
Avail Cap(c_a), veh/h 0 2781 0 3996 1964 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 4.0 0.0 0.0 3.6 0.0 13.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 2.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.0 0.0 0.3 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.2 0.0 0.0 3.7 0.0 16.3 0.0 0.0 LnGrp LOS A A A A B A
Approach Vol, veh/h 1029 A 1153 A 215 A
Approach Delay, s/veh 4.2 3.7 16.3
Approach LOS A A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 25.3 25.3 10.1
Change Period (Y+Rc), s 5.3 5.3 4.0
Max Green Setting (Gmax), s 26.6 26.6 39.1
Max Q Clear Time (g_c+I1), s 7.8 6.1 6.0
Green Ext Time (p_c), s 7.1 8.3 0.9
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
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 PM 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) 22 1704 151 79 634 91 103 20 116 78 33 25 Future Volume (veh/h) 22 1704 151 79 634 91 103 20 116 78 33 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 1704 151 79 634 91 103 20 116 78 33 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 33333333333
Cap, veh/h 69 1995 619 151 2229 692 165 308 261 150 154 117 Arrive On Green 0.04 0.39 0.39 0.09 0.44 0.44 0.09 0.17 0.17 0.09 0.16 0.16 Sat Flow, veh/h 1767 5066 1572 1767 5066 1572 1767 1856 1572 1767 980 742 Grp Volume(v), veh/h 22 1704 151 79 634 91 103 20 116 78 0 58 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1767 1856 1572 1767 0 1722 Q Serve(g_s), s 0.9 23.3 4.9 3.3 6.1 2.6 4.3 0.7 5.0 3.2 0.0 2.2 Cycle Q Clear(g_c), s 0.9 23.3 4.9 3.3 6.1 2.6 4.3 0.7 5.0 3.2 0.0 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 69 1995 619 151 2229 692 165 308 261 150 0 271 V/C Ratio(X) 0.32 0.85 0.24 0.52 0.28 0.13 0.62 0.06 0.44 0.52 0.00 0.21 Avail Cap(c_a), veh/h 198 2035 632 198 2229 692 198 782 663 198 0 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.5 21.0 15.4 33.2 13.6 12.6 33.1 26.7 28.5 33.3 0.0 27.9 Incr Delay (d2), s/veh 1.0 3.9 0.3 1.0 0.1 0.1 2.1 0.1 1.2 1.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 8.6 1.7 1.3 2.0 0.9 1.8 0.3 1.9 1.4 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 24.9 15.7 34.3 13.7 12.8 35.3 26.8 29.7 34.3 0.0 28.2 LnGrp LOS D C B C B B DCCCAC
Approach Vol, veh/h 1877 804 239 136
Approach Delay, s/veh 24.3 15.6 31.9 31.7
Approach LOS C B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.5 35.4 12.1 17.0 8.0 38.9 11.5 17.6 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 8.5 30.5 8.5 32.0 8.5 30.5 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.3 25.3 6.3 4.2 2.9 8.1 5.2 7.0 Green Ext Time (p_c), s 0.0 4.6 0.0 0.2 0.0 6.1 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Tracy Transportation Master Plan Update Future 2042
54: Cross Roads Dr & Pomontory Pkwy/New Schulte Rd PM 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) 114 374 54 25 237 25 25 25 47 33 30 29 Future Volume (veh/h) 114 374 54 25 237 25 25 25 47 33 30 29 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 114 374 54 25 237 25 25 25 47 33 30 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 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 149 831 371 45 623 278 45 82 155 58 130 126
Arrive On Green 0.08 0.23 0.23 0.03 0.18 0.18 0.03 0.14 0.14 0.03 0.15 0.15 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 581 1093 1781 874 845 Grp Volume(v), veh/h 114 374 54 25 237 25 25 0 72 33 0 59 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 0 1674 1781 0 1718 Q Serve(g_s), s 1.8 2.5 0.8 0.4 1.7 0.4 0.4 0.0 1.1 0.5 0.0 0.9 Cycle Q Clear(g_c), s 1.8 2.5 0.8 0.4 1.7 0.4 0.4 0.0 1.1 0.5 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.65 1.00 0.49
Lane Grp Cap(c), veh/h 149 831 371 45 623 278 45 0 237 58 0 256 V/C Ratio(X) 0.76 0.45 0.15 0.56 0.38 0.09 0.56 0.00 0.30 0.57 0.00 0.23 Avail Cap(c_a), veh/h 252 2266 1011 252 2266 1011 252 0 1067 252 0 1096 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 12.7 9.3 8.6 13.6 10.3 9.8 13.6 0.0 10.9 13.5 0.0 10.6 Incr Delay (d2), s/veh 7.9 0.4 0.2 10.3 0.4 0.1 10.3 0.0 0.7 8.7 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 0.8 0.7 0.2 0.2 0.5 0.1 0.2 0.0 0.3 0.3 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 9.6 8.8 23.9 10.7 9.9 23.9 0.0 11.6 22.2 0.0 11.0 LnGrp LOS C A A C B A C A B C A B
Approach Vol, veh/h 542 287 97 92
Approach Delay, s/veh 11.8 11.8 14.8 15.0
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s4.9 8.0 4.7 10.6 4.7 8.2 6.4 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 4.0 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 3.1 2.4 4.5 2.4 2.9 3.8 3.7 Green Ext Time (p_c), s 0.0 0.2 0.0 2.1 0.0 0.2 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
55: CORRAL HOLLOW RD & W. Larch Rd PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 52
Intersection
Int Delay, s/veh 3.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 94 25 126 136 25 41
Future Vol, veh/h 94 25 126 136 25 41
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 94 25 126 136 25 41
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 285 194 0 0 262 0
Stage 1 194 -----
Stage 2 91 -----
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 703 845 - - 1296 -
Stage 1 836 -----
Stage 2 930 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 689 845 - - 1296 -
Mov Cap-2 Maneuver 689 -----
Stage 1 836 -----
Stage 2 911 -----
Approach WB NB SB
HCM Control Delay, s 11 0 3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 717 1296 -
HCM Lane V/C Ratio - - 0.166 0.019 -
HCM Control Delay (s) - - 11 7.8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.6 0.1 -
Tracy Transportation Master Plan Update Future 2042
56: CORRAL HOLLOW RD & Auto Plaza Dr PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 53
Intersection
Int Delay, s/veh 6.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 242 74 40 82 25 109
Future Vol, veh/h 242 74 40 82 25 109
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 242 74 40 82 25 109
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 187 25 134 0 - 0
Stage 1 25 -----
Stage 2 162 -----
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 802 1051 1451 - - -
Stage 1 998 -----
Stage 2 867 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 780 1051 1451 - - -
Mov Cap-2 Maneuver 780 -----
Stage 1 970 -----
Stage 2 867 -----
Approach EB NB SB
HCM Control Delay, s 11 2.5 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1451 - 780 1051 - -
HCM Lane V/C Ratio 0.028 - 0.31 0.07 - -
HCM Control Delay (s) 7.6 - 11.7 8.7 - -
HCM Lane LOS A - B A - -
HCM 95th %tile Q(veh) 0.1 - 1.3 0.2 - -
Tracy Transportation Master Plan Update Future 2042
57: Corral Hollow Rd & Grant Line Rd PM 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) 122 676 538 167 569 122 464 285 128 123 289 117 Future Volume (veh/h) 122 676 538 167 569 122 464 285 128 123 289 117 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 122 676 538 167 569 122 464 285 128 123 289 117 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 233 1109 871 255 944 202 775 638 284 453 555 203 Arrive On Green 0.13 0.31 0.31 0.14 0.33 0.30 0.16 0.18 0.18 0.13 0.16 0.13 Sat Flow, veh/h 1767 3526 2768 1767 2889 618 4983 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 122 676 538 167 346 345 464 285 128 123 289 117 Grp Sat Flow(s),veh/h/ln 1767 1763 1384 1767 1763 1744 1661 1763 1572 1714 1763 1572 Q Serve(g_s), s 4.5 11.4 11.6 6.3 11.5 11.7 6.1 5.1 5.1 2.3 5.3 4.9 Cycle Q Clear(g_c), s 4.5 11.4 11.6 6.3 11.5 11.7 6.1 5.1 5.1 2.3 5.3 4.9 Prop In Lane 1.00 1.00 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 233 1109 871 255 576 570 775 638 284 453 555 203 V/C Ratio(X) 0.52 0.61 0.62 0.66 0.60 0.60 0.60 0.45 0.45 0.27 0.52 0.58 Avail Cap(c_a), veh/h 378 2061 1618 353 1005 995 995 1960 874 489 1759 740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 28.4 20.4 20.5 28.4 19.8 20.1 27.6 25.6 25.6 27.4 27.1 28.7 Incr Delay (d2), s/veh 1.8 0.5 0.7 2.8 1.0 1.0 0.7 0.5 1.1 0.3 0.8 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 4.3 3.4 2.7 4.4 4.4 2.3 2.0 1.8 0.9 2.1 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 20.9 21.2 31.2 20.8 21.2 28.3 26.1 26.7 27.7 27.9 31.3 LnGrp LOS CCCCCCCCCCCC
Approach Vol, veh/h 1336 858 877 529
Approach Delay, s/veh 21.9 23.0 27.4 28.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.3 16.7 14.1 26.1 14.9 15.0 13.3 26.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 37.0 12.0 39.0 12.0 33.0 13.0 38.0 Max Q Clear Time (g_c+I1), s 4.3 7.1 8.3 13.6 8.1 7.3 6.5 13.7 Green Ext Time (p_c), s 0.1 1.8 0.2 6.5 0.8 1.8 0.2 2.8 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
58: CORRAL HOLLOW RD & Eleventh St/ELEVENTH ST. PM 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) 334 1045 633 220 542 258 198 562 137 409 649 156 Future Volume (veh/h) 334 1045 633 220 542 258 198 562 137 409 649 156 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 334 1045 0 220 542 258 198 562 137 409 649 156 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 532 1571 527 1563 485 388 1069 332 436 1141 354 Arrive On Green 0.16 0.31 0.00 0.15 0.31 0.31 0.11 0.21 0.21 0.13 0.23 0.23 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 5066 1572 3428 5066 1572 Grp Volume(v), veh/h 334 1045 0 220 542 258 198 562 137 409 649 156 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1689 1572 1714 1689 1572 Q Serve(g_s), s 6.5 12.7 0.0 4.1 5.9 9.6 3.8 7.0 5.3 8.4 8.1 6.0 Cycle Q Clear(g_c), s 6.5 12.7 0.0 4.1 5.9 9.6 3.8 7.0 5.3 8.4 8.1 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 532 1571 527 1563 485 388 1069 332 436 1141 354 V/C Ratio(X) 0.63 0.67 0.42 0.35 0.53 0.51 0.53 0.41 0.94 0.57 0.44 Avail Cap(c_a), veh/h 533 3079 533 3079 956 582 3079 956 436 2864 889 HCM Platoon Ratio 1.00 1.00 1.00 1.00 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 28.0 21.2 0.0 27.1 18.9 20.2 29.5 24.8 24.1 30.6 24.4 23.6 Incr Delay (d2), s/veh 2.3 0.5 0.0 0.5 0.1 0.9 1.0 0.4 0.8 28.7 0.4 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 2.6 4.5 0.0 1.6 2.0 3.3 1.5 2.6 1.9 4.9 3.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 21.7 0.0 27.6 19.1 21.1 30.6 25.2 24.9 59.3 24.8 24.4 LnGrp LOS C C C B CCCCECC
Approach Vol, veh/h 1379 A 1020 897 1214
Approach Delay, s/veh 23.8 21.4 26.3 36.4
Approach LOS CCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.9 25.9 12.0 18.9 14.0 25.8 11.0 19.9 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 10.0 38.0 Max Q Clear Time (g_c+I1), s 6.1 14.7 10.4 9.0 8.5 11.6 5.8 10.1 Green Ext Time (p_c), s 0.2 5.3 0.0 3.3 0.1 3.7 0.3 3.9 Intersection Summary
HCM 6th Ctrl Delay 27.1
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 PM 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) 173 257 74 125 157 259 28 330 134 429 630 99 Future Volume (veh/h) 173 257 74 125 157 259 28 330 134 429 630 99 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 173 257 74 125 157 259 28 330 134 429 630 99 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 215 836 373 160 363 324 66 469 187 556 964 151 Arrive On Green 0.12 0.24 0.24 0.09 0.21 0.21 0.04 0.19 0.19 0.16 0.32 0.32 Sat Flow, veh/h 1767 3526 1572 1767 1763 1572 1767 2461 981 3428 3053 479 Grp Volume(v), veh/h 173 257 74 125 157 259 28 235 229 429 363 366 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1763 1679 1714 1763 1769 Q Serve(g_s), s 5.7 3.6 2.2 4.1 4.6 9.3 0.9 7.4 7.6 7.1 10.6 10.6 Cycle Q Clear(g_c), s 5.7 3.6 2.2 4.1 4.6 9.3 0.9 7.4 7.6 7.1 10.6 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.58 1.00 0.27
Lane Grp Cap(c), veh/h 215 836 373 160 363 324 66 336 320 556 557 559 V/C Ratio(X) 0.81 0.31 0.20 0.78 0.43 0.80 0.42 0.70 0.72 0.77 0.65 0.65 Avail Cap(c_a), veh/h 223 2211 986 348 1230 1097 178 913 869 934 1215 1220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 25.4 18.7 18.2 26.5 20.6 22.5 28.0 22.5 22.6 23.9 17.5 17.6 Incr Delay (d2), s/veh 17.1 0.2 0.3 3.1 0.3 1.7 1.6 2.6 3.0 0.9 1.3 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 3.2 1.3 0.7 1.7 1.7 3.2 0.4 3.0 2.9 2.6 3.8 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.5 18.9 18.4 29.6 20.9 24.2 29.6 25.1 25.6 24.7 18.8 18.9 LnGrp LOS D B B CCCCCCCBB
Approach Vol, veh/h 504 541 492 1158
Approach Delay, s/veh 26.9 24.5 25.6 21.0
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.9 19.1 14.2 16.3 11.7 17.2 6.7 23.8 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 11.7 37.3 16.2 30.8 7.5 41.5 6.0 41.0 Max Q Clear Time (g_c+I1), s 6.1 5.6 9.1 9.6 7.7 11.3 2.9 12.6 Green Ext Time (p_c), s 0.0 1.5 0.5 1.7 0.0 0.9 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 23.7
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. PM 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) 35 288 93 57 156 79 86 263 74 159 219 33 Future Volume (veh/h) 35 288 93 57 156 79 86 263 74 159 219 33 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 35 288 93 57 156 79 86 263 74 159 219 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, % 13 0 18 0327 1 10260
Cap, veh/h 54 515 163 88 478 231 111 466 129 202 794 371 Arrive On Green 0.03 0.19 0.19 0.05 0.21 0.21 0.07 0.18 0.18 0.11 0.23 0.23 Sat Flow, veh/h 1626 2689 850 1810 2306 1112 1711 2556 705 1781 3441 1610 Grp Volume(v), veh/h 35 191 190 57 117 118 86 168 169 159 219 33 Grp Sat Flow(s),veh/h/ln1626 1805 1734 1810 1763 1655 1711 1650 1610 1781 1721 1610 Q Serve(g_s), s 0.7 3.3 3.4 1.1 2.0 2.1 1.7 3.2 3.3 3.0 1.8 0.6 Cycle Q Clear(g_c), s 0.7 3.3 3.4 1.1 2.0 2.1 1.7 3.2 3.3 3.0 1.8 0.6 Prop In Lane 1.00 0.49 1.00 0.67 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 54 346 332 88 365 343 111 301 294 202 794 371 V/C Ratio(X) 0.65 0.55 0.57 0.65 0.32 0.34 0.77 0.56 0.58 0.79 0.28 0.09 Avail Cap(c_a), veh/h 189 942 905 210 920 864 198 861 840 207 1796 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.5 12.6 12.7 16.1 11.6 11.7 15.9 12.8 12.9 14.9 10.9 10.4 Incr Delay (d2), s/veh 12.5 1.4 1.5 7.7 0.5 0.6 10.7 1.6 1.8 17.8 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 0.4 1.1 1.1 0.5 0.6 0.6 0.8 0.9 1.0 1.9 0.5 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 14.0 14.2 23.8 12.1 12.3 26.6 14.4 14.7 32.7 11.1 10.5 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 416 292 423 411
Approach Delay, s/veh 15.4 14.4 17.0 19.4
Approach LOS BBBB
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.9 10.3 5.7 10.6 6.2 12.0 5.1 11.2 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 18.0 4.0 18.0 4.0 18.0 4.0 18.0 Max Q Clear Time (g_c+I1), s 5.0 5.3 3.1 5.4 3.7 3.8 2.7 4.1 Green Ext Time (p_c), s 0.0 1.0 0.0 1.2 0.0 0.8 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
61: Corral Hollow Rd & Samuel James Way PM 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 25 380 211 25
Future Volume (veh/h) 25 25 25 380 211 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 25 380 211 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 88 78 47 1736 821 366
Arrive On Green 0.05 0.05 0.03 0.49 0.23 0.23
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 25 25 25 380 211 25
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 0.2 0.3 0.2 1.1 0.8 0.2
Cycle Q Clear(g_c), s 0.2 0.3 0.2 1.1 0.8 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 88 78 47 1736 821 366
V/C Ratio(X) 0.28 0.32 0.54 0.22 0.26 0.07
Avail Cap(c_a), veh/h 412 366 412 5749 4106 1832
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 7.9 7.9 8.3 2.5 5.4 5.2
Incr Delay (d2), s/veh 1.7 2.3 9.2 0.1 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 10.3 17.6 2.6 5.6 5.3
LnGrp LOS A BBAAA
Approach Vol, veh/h 50 405 236
Approach Delay, s/veh 10.0 3.5 5.6
Approach LOS A A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 12.5 4.9 4.5 8.0
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 3.1 2.3 2.2 2.8
Green Ext Time (p_c), s 2.2 0.0 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 4.7
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
62: Corral Hollow Rd & Ellis Town Dr/Peony Dr PM 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 40 20 94 20 341 103 81 236 25 Future Volume (veh/h) 25 20 25 40 20 94 20 341 103 81 236 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 1870 1856 1856 1870 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 25 20 25 40 20 94 20 341 103 81 236 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 32332333333
Cap, veh/h 53 52 65 87 27 126 1019 2258 1007 104 369 165 Arrive On Green 0.03 0.07 0.07 0.05 0.09 0.09 0.77 0.85 0.85 0.06 0.10 0.10 Sat Flow, veh/h 1767 750 937 1767 283 1332 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 25 0 45 40 0 114 20 341 103 81 236 25 Grp Sat Flow(s),veh/h/ln1767 0 1687 1767 0 1616 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 1.4 0.0 2.6 2.2 0.0 6.9 0.3 1.6 0.6 4.5 6.4 1.2 Cycle Q Clear(g_c), s 1.4 0.0 2.6 2.2 0.0 6.9 0.3 1.6 0.6 4.5 6.4 1.2 Prop In Lane 1.00 0.56 1.00 0.82 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 53 0 117 87 0 153 1019 2258 1007 104 369 165 V/C Ratio(X) 0.47 0.00 0.38 0.46 0.00 0.74 0.02 0.15 0.10 0.78 0.64 0.15 Avail Cap(c_a), veh/h 106 0 574 106 0 549 1019 2258 1007 177 1255 560 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 0.0 44.5 46.2 0.0 44.1 5.0 2.8 1.0 46.4 43.0 29.9 Incr Delay (d2), s/veh 6.4 0.0 2.0 3.7 0.0 6.9 0.0 0.1 0.2 11.9 8.2 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.1 1.1 0.0 3.1 0.1 0.5 0.4 2.3 3.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.1 0.0 46.5 50.0 0.0 51.0 5.0 2.9 1.2 58.3 51.2 31.9 LnGrp LOS D A D D A D AAAEDC
Approach Vol, veh/h 70 154 464 342
Approach Delay, s/veh 49.2 50.7 2.6 51.5
Approach LOS D D A D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.9 69.0 9.5 11.6 62.6 16.3 7.0 14.1 Change Period (Y+Rc), s 4.0 5.0 4.6 * 4.6 5.0 * 5.8 4.0 4.6 Max Green Setting (Gmax), s 10.0 32.4 6.0 * 34 6.0 * 36 6.0 34.0 Max Q Clear Time (g_c+I1), s 6.5 3.6 4.2 4.6 2.3 8.4 3.4 8.9 Green Ext Time (p_c), s 0.0 3.5 0.0 0.2 0.0 2.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 29.2
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
63: Corral Hollow Rd & Summit Dr/Middlefield Dr PM 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) 25 25 23 33 25 49 40 401 164 62 191 25 Future Volume (veh/h) 25 25 23 33 25 49 40 401 164 62 191 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 25 25 23 33 25 49 40 401 164 62 191 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 65 63 58 65 40 78 1070 528 282 934 355 161
Arrive On Green 0.04 0.07 0.07 0.04 0.07 0.07 1.00 0.35 0.35 0.17 0.03 0.03 Sat Flow, veh/h 1810 911 838 1810 574 1124 1810 3019 1610 1810 3554 1610 Grp Volume(v), veh/h 25 0 48 33 0 74 40 401 164 62 191 25 Grp Sat Flow(s),veh/h/ln1810 0 1749 1810 0 1698 1810 1509 1610 1810 1777 1610 Q Serve(g_s), s 1.4 0.0 2.6 1.8 0.0 4.2 0.0 11.8 8.3 2.9 5.3 1.5 Cycle Q Clear(g_c), s 1.4 0.0 2.6 1.8 0.0 4.2 0.0 11.8 8.3 2.9 5.3 1.5 Prop In Lane 1.00 0.48 1.00 0.66 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 65 0 120 65 0 117 1070 528 282 934 355 161 V/C Ratio(X) 0.39 0.00 0.40 0.51 0.00 0.63 0.04 0.76 0.58 0.07 0.54 0.16 Avail Cap(c_a), veh/h 109 0 612 109 0 594 1070 897 478 934 1212 549 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 0.0 44.6 47.3 0.0 45.3 0.0 30.7 29.5 21.3 46.1 44.2 Incr Delay (d2), s/veh 3.7 0.0 2.1 6.0 0.0 5.5 0.0 8.5 7.3 0.0 5.7 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 0.7 0.0 1.2 0.9 0.0 1.9 0.0 4.0 3.4 1.1 2.6 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.9 0.0 46.7 53.3 0.0 50.8 0.0 39.1 36.8 21.3 51.8 46.3 LnGrp LOS D A D D A D A DDCDD
Approach Vol, veh/h 73 107 605 278
Approach Delay, s/veh 48.1 51.6 35.9 44.5
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 57.1 23.3 7.6 12.0 64.6 15.8 7.6 12.0 Change Period (Y+Rc), s 5.5 5.8 4.0 5.1 5.5 * 5.8 4.0 5.1 Max Green Setting (Gmax), s 8.9 29.7 6.0 35.0 6.0 * 34 6.0 35.0 Max Q Clear Time (g_c+I1), s 4.9 13.8 3.8 4.6 2.0 7.3 3.4 6.2 Green Ext Time (p_c), s 0.0 3.7 0.0 0.2 0.0 1.6 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Tracy Transportation Master Plan Update Future 2042
64: Corral Hollow Rd & W. Linne Rd 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) 275 464 20 182 291 25 40 531 605 49 118 133 Future Volume (veh/h) 275 464 20 182 291 25 40 531 605 49 118 133 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 1707 1870 1144 1870 1796 1292 1544 1885 1870 Adj Flow Rate, veh/h 275 464 20 182 291 25 40 531 605 49 118 133 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 316 726 31 278 398 34 54 1046 432 269 822 733 Arrive On Green 0.18 0.21 0.21 0.09 0.12 0.12 0.03 0.31 0.31 0.18 0.46 0.46 Sat Flow, veh/h 1781 3471 149 3155 3314 283 1781 3413 1095 1471 1791 1598 Grp Volume(v), veh/h 275 237 247 182 155 161 40 531 605 49 118 133 Grp Sat Flow(s),veh/h/ln 1781 1777 1843 1577 1777 1819 1781 1706 1095 1471 1791 1598 Q Serve(g_s), s 11.3 9.1 9.2 4.2 6.3 6.4 1.7 9.6 17.8 2.1 2.9 3.7 Cycle Q Clear(g_c), s 11.3 9.1 9.2 4.2 6.3 6.4 1.7 9.6 17.8 2.1 2.9 3.7 Prop In Lane 1.00 0.08 1.00 0.16 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 316 372 386 278 214 219 54 1046 432 269 822 733 V/C Ratio(X) 0.87 0.64 0.64 0.65 0.73 0.74 0.74 0.51 1.40 0.18 0.14 0.18 Avail Cap(c_a), veh/h 333 372 386 883 308 315 95 1229 491 269 822 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 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 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 27.1 27.1 33.1 31.8 31.8 36.1 21.4 11.0 25.9 11.7 12.0 Incr Delay (d2), s/veh 20.7 3.6 3.5 2.6 4.7 5.0 16.8 1.6 192.3 0.3 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 3.8 4.0 1.6 2.7 2.9 0.9 3.6 25.8 0.7 1.1 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.8 30.7 30.6 35.7 36.5 36.9 52.9 23.0 203.3 26.2 12.1 12.5 LnGrp LOS DCCDDDDCFCBB
Approach Vol, veh/h 759 498 1176 300
Approach Delay, s/veh 37.9 36.3 116.7 14.6
Approach LOS D D F B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.7 27.0 10.6 19.7 6.3 38.4 17.3 13.0 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 21.0 6.0 4.0 28.0 14.0 13.0 Max Q Clear Time (g_c+I1), s 4.1 19.8 6.2 11.2 3.7 5.7 13.3 8.4 Green Ext Time (p_c), s 0.0 3.2 0.6 0.0 0.0 0.9 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 69.0
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
Tracy Transportation Master Plan Update Future 2042
65: Corral Hollow Rd & Sandhu Access PM 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) 68 98 51 1055 238 62
Future Volume (veh/h) 68 98 51 1055 238 62
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 68 98 51 1055 238 62
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 198 176 85 1987 1231 549
Arrive On Green 0.11 0.11 0.05 0.56 0.35 0.35
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 68 98 51 1055 238 62
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 0.9 1.4 0.7 4.5 1.1 0.6
Cycle Q Clear(g_c), s 0.9 1.4 0.7 4.5 1.1 0.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 198 176 85 1987 1231 549
V/C Ratio(X) 0.34 0.56 0.60 0.53 0.19 0.11
Avail Cap(c_a), veh/h 1322 1176 367 4248 2930 1307
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 10.0 10.2 11.3 3.4 5.6 5.4
Incr Delay (d2), s/veh 1.0 2.7 6.5 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 0.3 1.4 0.3 0.1 0.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.0 13.0 17.8 3.6 5.6 5.5
LnGrp LOS B BBAAA
Approach Vol, veh/h 166 1106 300
Approach Delay, s/veh 12.2 4.2 5.6
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 17.6 6.7 5.2 12.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 29.0 18.0 5.0 20.0
Max Q Clear Time (g_c+I1), s 6.5 3.4 2.7 3.1
Green Ext Time (p_c), s 7.1 0.4 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
66: CORRAL HOLLOW RD & Tracy Hills Dr/KT Access PM 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 34 42 120 51 131 351 963 125 110 158 67 Future Volume (veh/h) 68 34 42 120 51 131 351 963 125 110 158 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 34 42 120 111 91 351 963 125 110 158 67 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 140 51 63 150 206 175 2129 1195 533 1220 260 116 Arrive On Green 0.04 0.07 0.07 0.08 0.11 0.11 0.20 0.11 0.11 0.35 0.07 0.07 Sat Flow, veh/h 3456 761 940 1781 1870 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 68 0 76 120 111 91 351 963 125 110 158 67 Grp Sat Flow(s),veh/h/ln1728 0 1701 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 1.9 0.0 4.4 6.6 5.6 2.8 8.4 26.5 5.4 2.1 4.3 3.6 Cycle Q Clear(g_c), s 1.9 0.0 4.4 6.6 5.6 2.8 8.4 26.5 5.4 2.1 4.3 3.6 Prop In Lane 1.00 0.55 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 140 0 113 150 206 175 2129 1195 533 1220 260 116 V/C Ratio(X) 0.49 0.00 0.67 0.80 0.54 0.52 0.16 0.81 0.23 0.09 0.61 0.58 Avail Cap(c_a), veh/h 622 0 391 232 337 285 2129 1457 650 1220 1137 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.24 0.24 0.24 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 0.0 45.6 45.0 42.1 11.1 18.6 41.3 18.5 21.6 44.9 33.9 Incr Delay (d2), s/veh 2.6 0.0 6.7 10.6 2.2 2.4 0.0 1.5 0.2 0.0 10.1 19.2 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 0.0 2.1 3.4 2.7 2.2 3.2 12.6 2.9 0.8 2.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.6 0.0 52.3 55.6 44.3 13.5 18.6 42.7 18.8 21.6 55.0 53.1 LnGrp LOS D A D E D B B D B C E D
Approach Vol, veh/h 144 322 1439 335
Approach Delay, s/veh 51.0 39.8 34.8 43.7
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 39.3 37.6 12.4 10.7 65.6 11.3 8.1 15.0 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 7.0 41.0 13.0 23.0 16.0 32.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 4.1 28.5 8.6 6.4 10.4 6.3 3.9 7.6 Green Ext Time (p_c), s 0.1 5.2 0.1 0.3 0.6 1.0 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
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 PM 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 28 0 32 102 1237 0 0 214 140 Future Volume (veh/h) 0 0 0 28 0 32 102 1237 0 0 214 140 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1574 1900 1544 0 0 1767 1856 Adj Flow Rate, veh/h 28 0 0 102 1237 0 0 214 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 39 0 130 1387 0 0 2641
Arrive On Green 0.02 0.00 0.00 0.10 1.00 0.00 0.00 1.00 0.00 Sat Flow, veh/h 1810 0 1334 1810 1544 0 0 3445 1572
Grp Volume(v), veh/h 28 0 0 102 1237 0 0 214 0
Grp Sat Flow(s),veh/h/ln 1810 0 1334 1810 1544 0 0 1678 1572 Q Serve(g_s), s 1.5 0.0 0.0 5.5 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 1.5 0.0 0.0 5.5 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 39 0 130 1387 0 0 2641
V/C Ratio(X) 0.72 0.00 0.79 0.89 0.00 0.00 0.08
Avail Cap(c_a), veh/h 326 0 217 1387 0 0 2641
HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 0.17 0.17 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 48.6 0.0 0.0 44.5 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 21.4 0.0 0.0 1.9 1.8 0.0 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 0.9 0.0 0.0 2.4 0.7 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 0.0 0.0 46.3 1.8 0.0 0.0 0.1 0.0 LnGrp LOS E A D AAAA
Approach Vol, veh/h 28 A 1339 214 A
Approach Delay, s/veh 70.0 5.1 0.1
Approach LOS E A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 93.8 11.2 82.7 6.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 74.0 12.0 58.0 18.0
Max Q Clear Time (g_c+I1), s 2.0 7.5 2.0 3.5
Green Ext Time (p_c), s 10.1 0.1 0.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.6
HCM 6th LOS A
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 PM 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) 984 0 78 0000 3 6 7 5 8 8 9 8 1 2 80 Future Volume (veh/h) 984 0 78 0000 3 6 7 5 8 8 9 8 1 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 1515 1159 1900 0 1900 1900 1485 1885 0 Adj Flow Rate, veh/h 984 0 78 0 367 588 98 128 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 909 0 619 0 650 290 99 547 0
Arrive On Green 0.63 0.00 0.63 0.00 0.18 0.18 0.02 0.10 0.00 Sat Flow, veh/h 1443 0 982 0 3705 1610 1414 1885 0
Grp Volume(v), veh/h 984 0 78 0 367 588 98 128 0
Grp Sat Flow(s),veh/h/ln1443 0 982 0 1805 1610 1414 1885 0 Q Serve(g_s), s 63.0 0.0 3.2 0.0 9.3 18.0 6.9 6.3 0.0
Cycle Q Clear(g_c), s 63.0 0.0 3.2 0.0 9.3 18.0 6.9 6.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 909 0 619 0 650 290 99 547 0
V/C Ratio(X) 1.08 0.00 0.13 0.00 0.56 2.03 0.99 0.23 0.00 Avail Cap(c_a), veh/h 909 0 619 0 650 290 99 547 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 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 18.5 0.0 7.4 0.0 37.4 41.0 48.8 34.9 0.0 Incr Delay (d2), s/veh 54.8 0.0 0.1 0.0 3.5 474.9 87.0 1.0 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 31.4 0.0 0.6 0.0 4.2 44.9 4.8 3.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 0.0 7.5 0.0 41.0 515.9 135.8 35.9 0.0 LnGrp LOS F A A A D F F D A
Approach Vol, veh/h 1062 955 226
Approach Delay, s/veh 68.5 333.4 79.3
Approach LOS E F E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 11.0 22.0 67.0 33.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 7.0 18.0 63.0 29.0
Max Q Clear Time (g_c+I1), s 8.9 20.0 65.0 8.3
Green Ext Time (p_c), s 0.0 0.0 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 182.4
HCM 6th LOS F
Tracy Transportation Master Plan Update Future 2042
70: TRACY BLVD & W. Sugar Rd PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 66
Intersection
Int Delay, s/veh 2.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 86 611 27 38 93
Future Vol, veh/h 30 86 611 27 38 93
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 30 86 611 27 38 93
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 794 625 0 0 638 0
Stage 1 625 -----
Stage 2 169 -----
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 349 474 - - 918 -
Stage 1 522 -----
Stage 2 846 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 334 474 - - 918 -
Mov Cap-2 Maneuver 334 -----
Stage 1 522 -----
Stage 2 809 -----
Approach WB NB SB
HCM Control Delay, s 16.5 0 2.6
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 428 918 -
HCM Lane V/C Ratio - - 0.271 0.041 -
HCM Control Delay (s) - - 16.5 9.1 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.1 0.1 -
Tracy Transportation Master Plan Update Future 2042
71: Tracy Blvd & W. Larch Rd PM 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) 23 147 240 350 74 50 79 528 183 25 152 25 Future Volume (veh/h) 23 147 240 350 74 50 79 528 183 25 152 25 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 23 147 240 350 74 50 79 528 183 25 152 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, % 333838388883
Cap, veh/h 33 318 269 387 393 266 555 1038 358 34 188 31 Arrive On Green 0.02 0.17 0.17 0.23 0.38 0.38 0.63 0.84 0.84 0.02 0.13 0.13 Sat Flow, veh/h 1767 1856 1572 1697 1032 698 1767 2469 852 1697 1492 245 Grp Volume(v), veh/h 23 147 240 350 0 124 79 361 350 25 0 177 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1697 0 1730 1767 1692 1628 1697 0 1737 Q Serve(g_s), s 1.3 7.1 14.9 20.1 0.0 4.8 1.8 5.9 6.0 1.5 0.0 9.9 Cycle Q Clear(g_c), s 1.3 7.1 14.9 20.1 0.0 4.8 1.8 5.9 6.0 1.5 0.0 9.9 Prop In Lane 1.00 1.00 1.00 0.40 1.00 0.52 1.00 0.14
Lane Grp Cap(c), veh/h 33 318 269 387 0 659 555 711 684 34 0 219 V/C Ratio(X) 0.69 0.46 0.89 0.90 0.00 0.19 0.14 0.51 0.51 0.74 0.00 0.81 Avail Cap(c_a), veh/h 88 334 283 526 0 761 555 711 684 68 0 434 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.88 0.88 0.88 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.8 37.3 40.5 37.5 0.0 20.7 13.1 5.1 5.1 48.7 0.0 42.5 Incr Delay (d2), s/veh 22.3 1.0 26.9 15.3 0.0 0.1 0.1 2.3 2.4 26.1 0.0 26.5 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 0.8 3.3 7.8 9.9 0.0 2.0 0.7 1.8 1.8 0.9 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.1 38.3 67.4 52.8 0.0 20.8 13.2 7.4 7.5 74.9 0.0 69.0 LnGrp LOS E D E D A C BAAEAE
Approach Vol, veh/h 410 474 790 202
Approach Delay, s/veh 57.2 44.4 8.0 69.7
Approach LOS E D A E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.0 46.0 26.8 21.1 35.4 16.6 5.9 42.1 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 31.0 31.0 18.0 10.0 25.0 5.0 44.0 Max Q Clear Time (g_c+I1), s 3.5 8.0 22.1 16.9 3.8 11.9 3.3 6.8 Green Ext Time (p_c), s 0.0 4.8 0.8 0.2 0.1 0.7 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
72: Tracy Blvd & I-205 WB On-Ramp/I-205 WB Off-Ramp PM 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 0 387 0 122 279 637 0 0 499 155 Future Volume (veh/h) 0 0 0 387 0 122 279 637 0 0 499 155 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 387 0 122 279 637 0 0 499 155
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 574 0 232 1634 1350 0 0 591 183
Arrive On Green 0.16 0.00 0.15 0.95 1.00 0.00 0.00 0.46 0.45 Sat Flow, veh/h 3534 0 1510 3428 1781 0 0 2635 786
Grp Volume(v), veh/h 387 0 122 279 637 0 0 331 323
Grp Sat Flow(s),veh/h/ln 1767 0 1510 1714 1781 0 0 1692 1640 Q Serve(g_s), s 10.3 0.0 7.4 0.5 0.0 0.0 0.0 17.2 17.5
Cycle Q Clear(g_c), s 10.3 0.0 7.4 0.5 0.0 0.0 0.0 17.2 17.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.48
Lane Grp Cap(c), veh/h 574 0 232 1634 1350 0 0 393 381
V/C Ratio(X) 0.67 0.00 0.53 0.17 0.47 0.00 0.00 0.84 0.85 Avail Cap(c_a), veh/h 1025 0 424 1634 1350 0 0 728 705
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 0.69 0.69 0.00 0.00 0.74 0.74 Uniform Delay (d), s/veh 39.4 0.0 39.0 1.2 0.0 0.0 0.0 25.2 25.7 Incr Delay (d2), s/veh 2.0 0.0 2.6 0.0 0.8 0.0 0.0 14.9 15.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 2.9 0.2 0.3 0.0 0.0 6.6 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 0.0 41.6 1.3 0.8 0.0 0.0 40.1 41.6 LnGrp LOS D A D AAAADD
Approach Vol, veh/h 509 916 654
Approach Delay, s/veh 41.4 1.0 40.8
Approach LOS D A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 79.8 52.5 27.2 20.2
Change Period (Y+Rc), s 4.9 4.9 * 4.9 4.9
Max Green Setting (Gmax), s 62.1 16.0 * 42 28.1
Max Q Clear Time (g_c+I1), s 2.0 2.5 19.5 12.3
Green Ext Time (p_c), s 3.1 1.3 2.8 3.0
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Tracy Transportation Master Plan Update Future 2042
73: Tracy Blvd & I-205 EB Off-Ramp/I-205 EB On-Ramp PM 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) 424 0 189 0000 4 9 3 4 0 3 2 8 6 5 8 00 Future Volume (veh/h) 424 0 189 0000 4 9 3 4 0 3 2 8 6 5 8 00 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1856 1856 0 1856 1856 1781 1856 0 Adj Flow Rate, veh/h 424 0 189 0 493 403 286 580 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 487 0 419 0 758 619 327 2272 0
Arrive On Green 0.28 0.00 0.27 0.00 0.41 0.40 0.06 0.21 0.00 Sat Flow, veh/h 1767 0 1572 0 1935 1505 1697 3618 0
Grp Volume(v), veh/h 424 0 189 0 472 424 286 580 0
Grp Sat Flow(s),veh/h/ln1767 0 1572 0 1763 1585 1697 1763 0 Q Serve(g_s), s 22.9 0.0 10.0 0.0 21.5 21.7 16.7 13.7 0.0 Cycle Q Clear(g_c), s 22.9 0.0 10.0 0.0 21.5 21.7 16.7 13.7 0.0 Prop In Lane 1.00 1.00 0.00 0.95 1.00 0.00
Lane Grp Cap(c), veh/h 487 0 419 0 725 652 327 2272 0
V/C Ratio(X) 0.87 0.00 0.45 0.00 0.65 0.65 0.87 0.26 0.00 Avail Cap(c_a), veh/h 601 0 520 0 725 652 390 2272 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 0.47 0.47 0.91 0.91 0.00 Uniform Delay (d), s/veh 34.5 0.0 30.6 0.0 23.6 24.0 45.6 19.4 0.0 Incr Delay (d2), s/veh 11.3 0.0 0.8 0.0 2.1 2.4 16.6 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 11.0 0.0 3.8 0.0 9.0 8.2 9.1 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.8 0.0 31.3 0.0 25.8 26.4 62.2 19.6 0.0 LnGrp LOS D A C A C C E B A
Approach Vol, veh/h 613 896 866
Approach Delay, s/veh 41.3 26.1 33.7
Approach LOS D C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.3 45.2 31.5 68.5
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 23.0 30.1 33.1 57.1
Max Q Clear Time (g_c+I1), s 18.7 23.7 24.9 15.7
Green Ext Time (p_c), s 0.6 2.3 1.8 2.8
Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
74: Tracy Blvd & GRANT LINE RD PM 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) 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 201 595 162 120 438 107 231 665 217 151 466 92 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 249 742 202 177 647 157 281 820 267 188 786 154 Arrive On Green 0.14 0.27 0.26 0.10 0.23 0.22 0.16 0.31 0.30 0.11 0.27 0.25 Sat Flow, veh/h 1767 2740 744 1767 2814 682 1767 2613 852 1767 2938 577 Grp Volume(v), veh/h 201 382 375 120 273 272 231 449 433 151 278 280 Grp Sat Flow(s),veh/h/ln1767 1763 1722 1767 1763 1733 1767 1763 1702 1767 1763 1752 Q Serve(g_s), s 8.7 16.0 16.0 5.2 11.2 11.3 10.0 18.5 18.6 6.6 10.9 11.0 Cycle Q Clear(g_c), s 8.7 16.0 16.0 5.2 11.2 11.3 10.0 18.5 18.6 6.6 10.9 11.0 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 249 477 466 177 405 399 281 553 534 188 472 469 V/C Ratio(X) 0.81 0.80 0.80 0.68 0.67 0.68 0.82 0.81 0.81 0.80 0.59 0.60 Avail Cap(c_a), veh/h 291 781 763 246 736 724 335 765 739 295 736 732 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 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 26.8 27.0 34.3 27.7 27.9 32.2 24.9 25.2 34.5 25.2 25.4 Incr Delay (d2), s/veh 11.4 3.2 3.3 1.7 2.0 2.1 11.2 4.6 4.8 3.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 6.6 6.5 2.2 4.6 4.6 5.0 7.9 7.7 2.9 4.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.3 30.0 30.2 36.0 29.7 29.9 43.4 29.6 30.0 38.3 26.3 26.6 LnGrp LOS D CCDCCDCCDCC
Approach Vol, veh/h 958 665 1113 709
Approach Delay, s/veh 33.1 30.9 32.6 29.0
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.9 28.8 11.9 25.4 16.5 25.1 15.2 22.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 13.2 33.3 10.5 34.5 14.5 32.0 12.5 32.5 Max Q Clear Time (g_c+I1), s 8.6 20.6 7.2 18.0 12.0 13.0 10.7 13.3 Green Ext Time (p_c), s 0.1 3.2 0.1 2.9 0.1 2.1 0.1 2.0 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 Transportation Master Plan Update Future 2042
75: TRACY BLVD & ELEVENTH ST. PM 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) 235 842 272 364 774 158 229 533 196 157 630 182 Future Volume (veh/h) 235 842 272 364 774 158 229 533 196 157 630 182 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 235 842 272 364 774 158 229 533 196 157 630 182 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 378 1101 491 480 1249 557 378 899 401 370 847 378 Arrive On Green 0.11 0.31 0.31 0.14 0.35 0.35 0.11 0.25 0.25 0.11 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 235 842 272 364 774 158 229 533 196 157 630 182 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 5.3 17.5 11.7 8.3 14.7 5.9 5.2 10.8 5.3 3.5 13.4 5.5 Cycle Q Clear(g_c), s 5.3 17.5 11.7 8.3 14.7 5.9 5.2 10.8 5.3 3.5 13.4 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 378 1101 491 480 1249 557 378 899 401 370 847 378 V/C Ratio(X) 0.62 0.76 0.55 0.76 0.62 0.28 0.61 0.59 0.49 0.42 0.74 0.48 Avail Cap(c_a), veh/h 418 1524 680 502 1611 718 380 1520 678 380 1520 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 1.00 1.00 Uniform Delay (d), s/veh 34.5 25.2 23.2 33.6 21.7 18.8 34.4 26.6 9.7 33.9 28.5 12.1 Incr Delay (d2), s/veh 1.5 1.3 0.7 5.5 0.4 0.2 1.9 0.2 0.3 0.3 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 7.2 4.2 3.7 5.9 2.0 2.2 4.3 2.9 1.4 5.4 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.0 26.5 23.9 39.1 22.1 19.0 36.4 26.8 10.0 34.1 29.0 12.5 LnGrp LOS D CCDCBDCBCCB
Approach Vol, veh/h 1349 1296 958 969
Approach Delay, s/veh 27.7 26.5 25.7 26.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.9 28.9 13.5 23.0 12.5 32.3 12.3 24.2 Change Period (Y+Rc), s 5.5 * 5.5 5.5 * 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 10.9 * 33 8.0 * 33 8.9 35.1 8.0 33.0 Max Q Clear Time (g_c+I1), s 10.3 19.5 7.2 15.4 7.3 16.7 5.5 12.8 Green Ext Time (p_c), s 0.1 3.8 0.1 2.1 0.1 3.5 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 26.7
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
76: TRACY BLVD & W 6th St PM 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 25 219 25 109 25 839 116 58 1000 25 Future Volume (veh/h) 20 25 25 219 25 109 25 839 116 58 1000 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 20 25 25 219 25 109 25 839 0 58 1000 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 33333333333
Cap, veh/h 185 218 173 369 42 132 83 1172 156 1350 34
Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.33 0.00 0.09 0.38 0.38 Sat Flow, veh/h 321 755 598 871 147 455 1767 3618 0 1767 3515 88 Grp Volume(v), veh/h 70 0 0 353 0 0 25 839 0 58 502 523 Grp Sat Flow(s),veh/h/ln1674 0 0 1472 0 0 1767 1763 0 1767 1763 1840 Q Serve(g_s), s 0.0 0.0 0.0 9.6 0.0 0.0 0.7 10.4 0.0 1.5 12.3 12.3 Cycle Q Clear(g_c), s 1.5 0.0 0.0 11.1 0.0 0.0 0.7 10.4 0.0 1.5 12.3 12.3 Prop In Lane 0.29 0.36 0.62 0.31 1.00 0.00 1.00 0.05
Lane Grp Cap(c), veh/h 577 0 0 543 0 0 83 1172 156 677 706 V/C Ratio(X) 0.12 0.00 0.00 0.65 0.00 0.00 0.30 0.72 0.37 0.74 0.74 Avail Cap(c_a), veh/h 885 0 0 830 0 0 282 1648 286 828 864 HCM Platoon Ratio 1.00 1.00 1.00 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 13.2 0.0 0.0 16.4 0.0 0.0 23.1 14.6 0.0 21.5 13.3 13.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.0 0.0 0.0 0.7 0.9 0.0 0.5 2.8 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 0.5 0.0 0.0 3.4 0.0 0.0 0.3 3.5 0.0 0.6 4.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.2 0.0 0.0 17.4 0.0 0.0 23.8 15.5 0.0 22.0 16.1 16.0 LnGrp LOS B AABAACB CBB
Approach Vol, veh/h 70 353 864 A 1083
Approach Delay, s/veh 13.2 17.4 15.8 16.4
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.4 21.6 19.0 6.8 24.2 19.0
Change Period (Y+Rc), s 5.0 * 5 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 8.1 * 23 24.5 8.0 23.5 24.5 Max Q Clear Time (g_c+I1), s 3.5 12.4 3.5 2.7 14.3 13.1 Green Ext Time (p_c), s 0.0 4.2 0.2 0.0 4.3 1.4
Intersection Summary
HCM 6th Ctrl Delay 16.2
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 PM Peak Hour HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 73
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 20 25 90 20 75 21 710 80 29 1038 121 Future Vol, veh/h 40 20 25 90 20 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 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 33333333333
Mvmt Flow 40 20 25 90 20 75 21 710 80 29 1038 121
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1564 1989 580 1379 2009 395 1159 0 0 790 0 0 Stage 1 1157 1157 - 792 792 -------
Stage 2 407 832 - 587 1217 -------
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 227 141 624 274 138 746 593 - - 819 - - Stage 1 207 267 - 346 396 -------
Stage 2 589 380 - 460 250 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 170 131 624 220 128 746 593 - - 819 - - Mov Cap-2 Maneuver 170 131 - 220 128 -------
Stage 1 200 258 - 334 382 -------
Stage 2 484 367 - 393 241 -------
Approach EB WB NB SB
HCM Control Delay, s 35.9 40.4 0.3 0.2
HCM LOS E E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 593 - - 199 278 819 - -
HCM Lane V/C Ratio 0.035 - - 0.427 0.665 0.035 - -
HCM Control Delay (s) 11.3 - - 35.9 40.4 9.6 - -
HCM Lane LOS B - - E E A - -
HCM 95th %tile Q(veh) 0.1 - - 2 4.3 0.1 - -
Tracy Transportation Master Plan Update Future 2042
78: TRACY BLVD & SCHULTE ROAD PM 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) 246 447 170 184 372 80 157 501 70 87 818 206 Future Volume (veh/h) 246 447 170 184 372 80 157 501 70 87 818 206 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 246 447 170 184 372 80 157 501 70 87 818 206 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 288 565 213 228 555 118 173 1143 510 117 1030 460 Arrive On Green 0.16 0.23 0.23 0.13 0.19 0.19 0.10 0.32 0.32 0.07 0.29 0.29 Sat Flow, veh/h 1767 2504 944 1767 2892 615 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 246 314 303 184 225 227 157 501 70 87 818 206 Grp Sat Flow(s),veh/h/ln 1767 1763 1686 1767 1763 1745 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 10.4 12.8 13.0 7.7 9.1 9.2 6.7 8.6 2.4 3.7 16.4 8.2 Cycle Q Clear(g_c), s 10.4 12.8 13.0 7.7 9.1 9.2 6.7 8.6 2.4 3.7 16.4 8.2 Prop In Lane 1.00 0.56 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 288 398 381 228 338 335 173 1143 510 117 1030 460 V/C Ratio(X) 0.85 0.79 0.80 0.81 0.67 0.68 0.91 0.44 0.14 0.75 0.79 0.45 Avail Cap(c_a), veh/h 624 726 694 716 818 810 173 1456 649 148 1405 627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 31.1 27.9 28.0 32.4 28.6 28.7 34.2 20.4 18.3 35.1 25.0 22.1 Incr Delay (d2), s/veh 2.8 3.5 3.9 2.6 2.3 2.4 41.8 0.3 0.1 10.1 2.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 5.4 5.3 3.3 3.8 3.8 4.8 3.3 0.8 1.9 6.7 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 31.4 31.8 34.9 30.9 31.1 75.9 20.6 18.4 45.2 27.2 22.7 LnGrp LOS CCCCCCECBDCC
Approach Vol, veh/h 863 636 728 1111
Approach Delay, s/veh 32.3 32.1 32.3 27.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 20.2 9.6 29.8 14.4 22.8 12.0 27.4 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 27.0 35.5 6.4 31.6 31.0 31.5 7.5 30.5 Max Q Clear Time (g_c+I1), s 12.4 11.2 5.7 10.6 9.7 15.0 8.7 18.4 Green Ext Time (p_c), s 0.2 1.7 0.0 2.5 0.1 2.3 0.0 4.0 Intersection Summary
HCM 6th Ctrl Delay 30.8
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 PM 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) 41 68 37 311 104 117 43 614 145 57 822 80 Future Volume (veh/h) 41 68 37 311 104 117 43 614 145 57 822 80 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 41 68 37 311 104 117 43 614 145 57 822 80 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 113 171 93 335 221 249 117 868 205 139 1035 101 Arrive On Green 0.06 0.15 0.15 0.19 0.28 0.28 0.07 0.31 0.31 0.08 0.32 0.32 Sat Flow, veh/h 1767 1130 615 1767 797 897 1767 2831 667 1767 3246 316 Grp Volume(v), veh/h 41 0 105 311 0 221 43 382 377 57 446 456 Grp Sat Flow(s),veh/h/ln1767 0 1745 1767 0 1694 1767 1763 1735 1767 1763 1799 Q Serve(g_s), s 1.5 0.0 3.6 11.4 0.0 7.1 1.5 12.6 12.7 2.0 15.2 15.2 Cycle Q Clear(g_c), s 1.5 0.0 3.6 11.4 0.0 7.1 1.5 12.6 12.7 2.0 15.2 15.2 Prop In Lane 1.00 0.35 1.00 0.53 1.00 0.38 1.00 0.18
Lane Grp Cap(c), veh/h 113 0 265 335 0 470 117 540 532 139 562 574 V/C Ratio(X) 0.36 0.00 0.40 0.93 0.00 0.47 0.37 0.71 0.71 0.41 0.79 0.79 Avail Cap(c_a), veh/h 215 0 742 335 0 836 215 629 619 215 629 642 HCM Platoon Ratio 1.00 1.00 1.00 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 29.5 0.0 25.2 26.2 0.0 19.8 29.4 20.2 20.2 28.9 20.4 20.4 Incr Delay (d2), s/veh 0.7 0.0 0.4 30.6 0.0 0.3 0.7 3.9 4.1 0.7 7.3 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 1.4 7.4 0.0 2.7 0.6 5.1 5.1 0.8 6.6 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 0.0 25.6 56.8 0.0 20.0 30.1 24.2 24.3 29.6 27.7 27.6 LnGrp LOS C A C E A CCCCCCC
Approach Vol, veh/h 146 532 802 959
Approach Delay, s/veh 26.9 41.5 24.5 27.8
Approach LOS CDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.7 24.7 17.0 14.5 8.9 25.5 8.7 22.8 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 23.5 12.5 28.0 8.0 23.5 8.0 32.5 Max Q Clear Time (g_c+I1), s 4.0 14.7 13.4 5.6 3.5 17.2 3.5 9.1 Green Ext Time (p_c), s 0.0 4.3 0.0 0.2 0.0 3.8 0.0 0.5 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 Transportation Master Plan Update Future 2042
80: TRACY BLVD & VALPICO RD. PM 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) 115 290 95 220 180 116 172 671 155 154 351 55 Future Volume (veh/h) 115 290 95 220 180 116 172 671 155 154 351 55 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 115 290 95 220 180 116 172 671 155 154 351 55 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 196 502 161 425 719 320 216 978 423 209 828 129 Arrive On Green 0.11 0.19 0.19 0.12 0.20 0.20 0.12 0.27 0.27 0.12 0.27 0.27 Sat Flow, veh/h 1795 2666 856 3456 3554 1585 1810 3582 1547 1781 3058 475 Grp Volume(v), veh/h 115 193 192 220 180 116 172 671 155 154 201 205 Grp Sat Flow(s),veh/h/ln1795 1791 1731 1728 1777 1585 1810 1791 1547 1781 1763 1770 Q Serve(g_s), s 3.9 6.2 6.5 3.8 2.7 4.0 5.9 10.7 5.2 5.3 6.0 6.1 Cycle Q Clear(g_c), s 3.9 6.2 6.5 3.8 2.7 4.0 5.9 10.7 5.2 5.3 6.0 6.1 Prop In Lane 1.00 0.49 1.00 1.00 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 196 337 326 425 719 320 216 978 423 209 477 479 V/C Ratio(X) 0.59 0.57 0.59 0.52 0.25 0.36 0.79 0.69 0.37 0.74 0.42 0.43 Avail Cap(c_a), veh/h 225 1040 1005 434 2064 920 241 2108 911 238 1038 1042 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 27.0 23.5 23.6 26.2 21.4 21.9 27.3 20.7 18.7 27.2 19.1 19.2 Incr Delay (d2), s/veh 1.3 1.8 2.0 0.4 0.2 0.8 13.3 1.0 0.6 8.0 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 1.6 2.6 2.6 1.5 1.0 1.4 3.1 4.0 1.7 2.5 2.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.3 25.4 25.7 26.6 21.6 22.7 40.6 21.8 19.3 35.1 19.8 19.9 LnGrp LOS C CCCCCDCBDBB
Approach Vol, veh/h 500 516 998 560
Approach Delay, s/veh 26.1 24.0 24.6 24.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.0 22.4 12.3 17.0 12.1 22.3 11.5 17.9 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 7.3 12.7 5.8 8.5 7.9 8.1 5.9 6.0 Green Ext Time (p_c), s 0.0 4.7 0.1 1.9 0.0 2.0 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 24.7
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 PM 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) 268 79 51 31 63 200 57 472 100 278 351 313 Future Volume (veh/h) 268 79 51 31 63 200 57 472 100 278 351 313 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 79 51 31 63 200 57 472 100 278 351 313 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 309 318 205 68 308 261 101 652 137 319 619 544 Arrive On Green 0.17 0.30 0.30 0.04 0.17 0.17 0.06 0.23 0.23 0.18 0.35 0.35 Sat Flow, veh/h 1767 1053 680 1767 1856 1572 1767 2898 610 1767 1777 1561 Grp Volume(v), veh/h 268 0 130 31 63 200 57 286 286 278 348 316 Grp Sat Flow(s),veh/h/ln1767 0 1733 1767 1856 1572 1767 1763 1746 1767 1763 1575 Q Serve(g_s), s 10.5 0.0 4.0 1.2 2.1 8.6 2.2 10.6 10.8 10.9 11.4 11.6 Cycle Q Clear(g_c), s 10.5 0.0 4.0 1.2 2.1 8.6 2.2 10.6 10.8 10.9 11.4 11.6 Prop In Lane 1.00 0.39 1.00 1.00 1.00 0.35 1.00 0.99
Lane Grp Cap(c), veh/h 309 0 523 68 308 261 101 397 393 319 615 549 V/C Ratio(X) 0.87 0.00 0.25 0.45 0.20 0.77 0.57 0.72 0.73 0.87 0.57 0.58 Avail Cap(c_a), veh/h 311 0 865 152 758 643 222 671 664 336 785 701 HCM Platoon Ratio 1.00 1.00 1.00 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 28.5 0.0 18.7 33.4 25.6 28.3 32.6 25.4 25.5 28.3 18.8 18.8 Incr Delay (d2), s/veh 21.0 0.0 0.3 1.7 0.4 5.6 1.8 3.0 3.1 19.5 1.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 1.6 0.5 0.9 3.5 0.9 4.3 4.3 5.9 4.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.5 0.0 19.0 35.1 25.9 33.9 34.4 28.4 28.6 47.7 19.8 20.0 LnGrp LOS D A B DCCCCCDBB
Approach Vol, veh/h 398 294 629 942
Approach Delay, s/veh 39.5 32.3 29.0 28.1
Approach LOS DCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 17.3 20.5 7.2 25.9 8.5 29.2 16.9 16.3 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 13.5 27.0 6.1 35.4 8.9 31.6 12.5 29.0 Max Q Clear Time (g_c+I1), s 12.9 12.8 3.2 6.0 4.2 13.6 12.5 10.6 Green Ext Time (p_c), s 0.0 3.2 0.0 0.9 0.0 4.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Tracy Transportation Master Plan Update Future 2042
82: TRACY BLVD & ACE Station PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 78
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 25 23 589 41 25 362
Future Vol, veh/h 25 23 589 41 25 362
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 25 23 589 41 25 362
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 841 315 0 0 630 0
Stage 1 610 -----
Stage 2 231 -----
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 302 678 - - 942 -
Stage 1 502 -----
Stage 2 782 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 294 678 - - 942 -
Mov Cap-2 Maneuver 294 -----
Stage 1 502 -----
Stage 2 761 -----
Approach WB NB SB
HCM Control Delay, s 14.6 0 0.6
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 294 678 942 -
HCM Lane V/C Ratio - - 0.085 0.034 0.027 -
HCM Control Delay (s) - - 18.4 10.5 8.9 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 0.3 0.1 0.1 -
Tracy Transportation Master Plan Update Future 2042
83: TRACY BLVD & LINNE PM 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) 470 655 22 25 235 109 25 28 23 145 28 219 Future Volume (veh/h) 470 655 22 25 235 109 25 28 23 145 28 219 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 470 655 22 25 235 109 25 28 23 145 28 219 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 1303 1594 53 508 1083 486 393 242 199 571 47 365 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1995 3480 117 756 2365 1062 1124 942 774 1343 181 1419 Grp Volume(v), veh/h 470 332 345 25 173 171 25 0 51 145 0 247 Grp Sat Flow(s),veh/h/ln 998 1763 1835 756 1763 1664 1124 0 1716 1343 0 1600 Q Serve(g_s), s 5.2 3.5 3.5 0.6 1.7 1.7 0.6 0.0 0.6 2.6 0.0 3.8 Cycle Q Clear(g_c), s 7.0 3.5 3.5 4.2 1.7 1.7 4.4 0.0 0.6 3.2 0.0 3.8 Prop In Lane 1.00 0.06 1.00 0.64 1.00 0.45 1.00 0.89
Lane Grp Cap(c), veh/h 1303 807 840 508 807 762 393 0 441 571 0 412 V/C Ratio(X) 0.36 0.41 0.41 0.05 0.21 0.22 0.06 0.00 0.12 0.25 0.00 0.60 Avail Cap(c_a), veh/h 1668 1130 1176 646 1130 1067 865 0 1161 1135 0 1083 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 6.7 5.1 5.1 6.5 4.6 4.6 11.1 0.0 8.0 9.2 0.0 9.2 Incr Delay (d2), s/veh 0.2 0.3 0.3 0.0 0.1 0.1 0.1 0.0 0.1 0.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 0.4 0.0 0.2 0.2 0.1 0.0 0.2 0.5 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.9 5.4 5.4 6.5 4.7 4.7 11.1 0.0 8.1 9.5 0.0 10.6 LnGrp LOS AAAAAABAAAAB
Approach Vol, veh/h 1147 369 76 392
Approach Delay, s/veh 6.0 4.8 9.1 10.2
Approach LOS AAAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 11.2 16.9 11.2 16.9
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 6.4 9.0 5.8 6.2
Green Ext Time (p_c), s 0.2 3.9 1.4 1.1
Intersection Summary
HCM 6th Ctrl Delay 6.7
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
84: CENTRAL AVE/Holly Dr & ELEVENTH ST. PM 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) 196 816 100 174 890 90 143 258 86 114 270 156 Future Volume (veh/h) 196 816 100 174 890 90 143 258 86 114 270 156 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 196 816 100 174 890 90 143 258 86 114 270 156 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 235 1092 134 212 1053 106 178 293 98 145 373 316 Arrive On Green 0.13 0.35 0.35 0.12 0.33 0.33 0.10 0.22 0.22 0.08 0.20 0.20 Sat Flow, veh/h 1767 3161 387 1767 3233 327 1767 1332 444 1767 1856 1572 Grp Volume(v), veh/h 196 455 461 174 485 495 143 0 344 114 270 156 Grp Sat Flow(s),veh/h/ln1767 1763 1786 1767 1763 1797 1767 0 1776 1767 1856 1572 Q Serve(g_s), s 8.1 17.1 17.1 7.2 19.3 19.3 6.0 0.0 14.1 4.8 10.2 6.6 Cycle Q Clear(g_c), s 8.1 17.1 17.1 7.2 19.3 19.3 6.0 0.0 14.1 4.8 10.2 6.6 Prop In Lane 1.00 0.22 1.00 0.18 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 235 609 617 212 574 585 178 0 390 145 373 316 V/C Ratio(X) 0.83 0.75 0.75 0.82 0.85 0.85 0.80 0.00 0.88 0.79 0.72 0.49 Avail Cap(c_a), veh/h 259 750 760 235 727 741 223 0 515 204 518 439 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 21.7 21.7 32.3 23.6 23.6 33.1 0.0 28.4 33.9 28.1 26.6 Incr Delay (d2), s/veh 17.3 3.3 3.2 16.9 7.4 7.3 12.2 0.0 11.0 7.9 1.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 7.2 7.3 4.0 8.7 8.8 3.1 0.0 6.9 2.3 4.5 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.1 25.0 24.9 49.2 31.0 30.9 45.2 0.0 39.4 41.7 29.6 27.1 LnGrp LOS D CCDCCDADDCC
Approach Vol, veh/h 1112 1154 487 540
Approach Delay, s/veh 29.2 33.7 41.1 31.4
Approach LOS CCDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.5 29.0 12.1 19.6 13.0 30.5 10.7 21.0 Change Period (Y+Rc), s 4.5 * 4.5 4.5 4.5 4.0 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.0 * 31 9.5 21.0 10.0 32.0 8.7 21.8 Max Q Clear Time (g_c+I1), s 10.1 21.3 8.0 12.2 9.2 19.1 6.8 16.1 Green Ext Time (p_c), s 0.0 3.2 0.0 0.7 0.0 3.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 32.9
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
85: CENTRAL AVE & SCHULTE ROAD PM 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) 127 397 56 84 355 61 69 164 108 204 364 195 Future Volume (veh/h) 127 397 56 84 355 61 69 164 108 204 364 195 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 127 397 56 84 355 61 69 164 108 204 364 195 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 161 591 83 136 530 90 123 309 203 250 418 224 Arrive On Green 0.09 0.19 0.19 0.08 0.18 0.18 0.07 0.30 0.30 0.14 0.37 0.37 Sat Flow, veh/h 1767 3105 435 1767 3013 513 1767 1044 688 1767 1137 609 Grp Volume(v), veh/h 127 224 229 84 206 210 69 0 272 204 0 559 Grp Sat Flow(s),veh/h/ln1767 1763 1777 1767 1763 1763 1767 0 1732 1767 0 1746 Q Serve(g_s), s 4.0 6.8 6.9 2.7 6.3 6.4 2.2 0.0 7.6 6.4 0.0 17.1 Cycle Q Clear(g_c), s 4.0 6.8 6.9 2.7 6.3 6.4 2.2 0.0 7.6 6.4 0.0 17.1 Prop In Lane 1.00 0.24 1.00 0.29 1.00 0.40 1.00 0.35
Lane Grp Cap(c), veh/h 161 335 338 136 310 310 123 0 512 250 0 642 V/C Ratio(X) 0.79 0.67 0.68 0.62 0.66 0.68 0.56 0.00 0.53 0.82 0.00 0.87 Avail Cap(c_a), veh/h 184 735 741 184 735 735 184 0 692 307 0 819 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 25.6 21.6 21.7 25.7 22.1 22.2 25.9 0.0 16.9 24.0 0.0 16.9 Incr Delay (d2), s/veh 15.2 2.8 2.8 1.7 2.9 3.1 1.5 0.0 1.0 10.8 0.0 8.7 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 2.2 2.7 2.8 1.1 2.6 2.6 0.9 0.0 2.9 3.3 0.0 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 24.4 24.5 27.4 25.1 25.3 27.4 0.0 18.0 34.8 0.0 25.7 LnGrp LOS D CCCCCCABCAC
Approach Vol, veh/h 580 500 341 763
Approach Delay, s/veh 28.0 25.5 19.9 28.1
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.3 14.6 8.0 25.7 8.4 15.5 12.1 21.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 6.0 24.0 6.0 27.0 6.0 24.0 10.0 23.0 Max Q Clear Time (g_c+I1), s 6.0 8.4 4.2 19.1 4.7 8.9 8.4 9.6 Green Ext Time (p_c), s 0.0 1.7 0.0 2.0 0.0 1.9 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
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86: MACARTHUR DRIVE (N) & Arbor Ave PM Peak Hour
HCM 6th AWSC Synchro 11 Report
Kimley-Horn Page 82
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 38 104 35 49 25 52 35 32 25 27 25 Future Vol, veh/h 21 38 104 35 49 25 52 35 32 25 27 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 Heavy Vehicles, % 3 88883838333
Mvmt Flow 21 38 104 35 49 25 52 35 32 25 27 25
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 8.2 8.4 8.5 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 44% 13% 32% 32%
Vol Thru, % 29% 23% 45% 35%
Vol Right, % 27% 64% 23% 32%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 119 163 109 77
LT Vol 52 21 35 25
Through Vol 35 38 49 27
RT Vol 32 104 25 25
Lane Flow Rate 119 163 109 77
Geometry Grp 1111
Degree of Util (X) 0.154 0.189 0.139 0.098
Departure Headway (Hd) 4.658 4.184 4.601 4.57
Convergence, Y/N Yes Yes Yes Yes
Cap 770 857 779 784
Service Time 2.685 2.209 2.627 2.599
HCM Lane V/C Ratio 0.155 0.19 0.14 0.098
HCM Control Delay 8.5 8.2 8.4 8.1
HCM Lane LOS AAAA
HCM 95th-tile Q 0.5 0.7 0.5 0.3
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87: MACARTHUR DRIVE (N) & I-205 WEST ON RAMP/I-205 WEST OFF RAMP PM 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 0 312 0 69 436 55 0 0 148 39 Future Volume (veh/h) 0 0 0 312 0 69 436 55 0 0 148 39
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 312 0 69 436 55 0 0 148 39
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 387 0 86 669 885 0 0 214 56
Arrive On Green 0.27 0.00 0.27 0.22 0.50 0.00 0.00 0.16 0.16 Sat Flow, veh/h 1415 0 313 3100 1781 0 0 1359 358
Grp Volume(v), veh/h 381 0 0 436 55 0 0 0 187
Grp Sat Flow(s),veh/h/ln 1728 0 0 1550 1781 0 0 0 1717
Q Serve(g_s), s 8.1 0.0 0.0 5.1 0.6 0.0 0.0 0.0 4.1
Cycle Q Clear(g_c), s 8.1 0.0 0.0 5.1 0.6 0.0 0.0 0.0 4.1 Prop In Lane 0.82 0.18 1.00 0.00 0.00 0.21
Lane Grp Cap(c), veh/h 473 0 0 669 885 0 0 0 271
V/C Ratio(X) 0.81 0.00 0.00 0.65 0.06 0.00 0.00 0.00 0.69 Avail Cap(c_a), veh/h 1525 0 0 2344 1123 0 0 0 1082
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 13.4 0.0 0.0 14.2 5.2 0.0 0.0 0.0 15.8 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.8 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 2.6 0.0 0.0 1.4 0.1 0.0 0.0 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.7 0.0 0.0 15.0 5.2 0.0 0.0 0.0 17.0 LnGrp LOS BAABAAAAB
Approach Vol, veh/h 381 491 187
Approach Delay, s/veh 14.7 13.9 17.0
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 24.6 13.5 11.1 15.1
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 2.6 7.1 6.1 10.1
Green Ext Time (p_c), s 0.1 1.5 0.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
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88: MACARTHUR DRIVE (N) & I-205 EAST OFF RAMP/I-205 EAST ON RAMP PM 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) 88 0 374 0000 4 0 6 7 2 6 8 7 3 7 40 Future Volume (veh/h) 88 0 374 0000 4 0 6 7 2 6 8 7 3 7 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 1781 1856 1678 0 1678 1678 1781 1678 0 Adj Flow Rate, veh/h 88 0 374 0 406 726 87 374 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 79 0 336 0 1725 769 111 2066 0
Arrive On Green 0.26 0.00 0.26 0.00 0.54 0.54 0.07 0.65 0.00 Sat Flow, veh/h 306 0 1300 0 3272 1422 1697 3272 0
Grp Volume(v), veh/h 462 0 0 0 406 726 87 374 0
Grp Sat Flow(s),veh/h/ln1606 0 0 0 1594 1422 1697 1594 0 Q Serve(g_s), s 25.0 0.0 0.0 0.0 6.5 46.4 4.9 4.5 0.0
Cycle Q Clear(g_c), s 25.0 0.0 0.0 0.0 6.5 46.4 4.9 4.5 0.0 Prop In Lane 0.19 0.81 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 415 0 0 0 1725 769 111 2066 0
V/C Ratio(X) 1.11 0.00 0.00 0.00 0.24 0.94 0.78 0.18 0.00 Avail Cap(c_a), veh/h 415 0 0 0 1810 807 263 2066 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 35.9 0.0 0.0 0.0 11.7 20.8 44.6 6.8 0.0 Incr Delay (d2), s/veh 79.1 0.0 0.0 0.0 0.1 19.2 11.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.5 0.0 0.0 0.0 2.1 17.5 2.3 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.0 0.0 0.0 0.0 11.8 40.0 55.9 6.9 0.0 LnGrp LOS F A A A B D E A A
Approach Vol, veh/h 462 1132 461
Approach Delay, s/veh 115.0 29.9 16.1
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.3 57.3 29.2 67.7
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 6.9 48.4 27.0 6.5
Green Ext Time (p_c), s 0.1 4.1 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 45.9
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
89: MACARTHUR DRIVE (N) & PESCADERO AVE PM 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 25 25 124 25 305 38 703 244 246 416 25 Future Volume (veh/h) 25 25 25 124 25 305 38 703 244 246 416 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 25 25 124 25 305 38 703 244 246 416 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 77 155 155 159 442 338 103 840 292 332 1309 646 Arrive On Green 0.04 0.18 0.18 0.10 0.24 0.24 0.06 0.36 0.36 0.11 0.41 0.41 Sat Flow, veh/h 1767 851 851 1598 1856 1422 1767 2321 806 3100 3188 1572 Grp Volume(v), veh/h 25 0 50 124 25 305 38 483 464 246 416 25 Grp Sat Flow(s),veh/h/ln1767 0 1702 1598 1856 1422 1767 1594 1533 1550 1594 1572 Q Serve(g_s), s 1.0 0.0 1.8 5.6 0.8 15.4 1.5 20.6 20.6 5.7 6.6 0.7 Cycle Q Clear(g_c), s 1.0 0.0 1.8 5.6 0.8 15.4 1.5 20.6 20.6 5.7 6.6 0.7 Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 77 0 310 159 442 338 103 577 555 332 1309 646 V/C Ratio(X) 0.33 0.00 0.16 0.78 0.06 0.90 0.37 0.84 0.84 0.74 0.32 0.04 Avail Cap(c_a), veh/h 191 0 780 185 866 663 191 647 622 368 1328 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 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 34.4 0.0 25.6 32.6 21.8 27.4 33.6 21.7 21.7 32.1 14.8 13.1 Incr Delay (d2), s/veh 0.9 0.0 0.2 13.8 0.0 3.6 0.8 9.2 9.6 5.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.8 2.7 0.3 5.2 0.6 8.3 8.0 2.3 2.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 0.0 25.8 46.4 21.8 31.0 34.4 30.9 31.2 37.9 15.0 13.1 LnGrp LOS D A CDCCCCCDBB
Approach Vol, veh/h 75 454 985 687
Approach Delay, s/veh 29.0 34.7 31.2 23.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.4 31.9 11.9 18.0 8.8 35.5 7.7 22.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 8.8 30.1 8.6 34.0 8.0 30.9 8.0 34.6 Max Q Clear Time (g_c+I1), s 7.7 22.6 7.6 3.8 3.5 8.6 3.0 17.4 Green Ext Time (p_c), s 0.1 4.3 0.0 0.2 0.0 3.7 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Tracy Transportation Master Plan Update Future 2042
90: MACARTHUR DRIVE (N) & GRANT LINE RD PM 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) 384 387 86 27 254 138 52 434 38 125 227 225 Future Volume (veh/h) 384 387 86 27 254 138 52 434 38 125 227 225 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 384 387 86 27 254 138 52 434 38 125 227 225 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 428 1066 234 56 577 231 96 631 55 154 406 362 Arrive On Green 0.24 0.37 0.37 0.03 0.16 0.16 0.05 0.21 0.21 0.10 0.25 0.25 Sat Flow, veh/h 1781 2895 637 1598 3554 1422 1781 2966 259 1598 1594 1422 Grp Volume(v), veh/h 384 236 237 27 254 138 52 232 240 125 227 225 Grp Sat Flow(s),veh/h/ln1781 1777 1756 1598 1777 1422 1781 1594 1631 1598 1594 1422 Q Serve(g_s), s 14.8 6.9 7.0 1.2 4.6 6.4 2.0 9.6 9.6 5.5 8.8 10.0 Cycle Q Clear(g_c), s 14.8 6.9 7.0 1.2 4.6 6.4 2.0 9.6 9.6 5.5 8.8 10.0 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 428 654 646 56 577 231 96 339 347 154 406 362 V/C Ratio(X) 0.90 0.36 0.37 0.48 0.44 0.60 0.54 0.69 0.69 0.81 0.56 0.62 Avail Cap(c_a), veh/h 601 1274 1259 135 1649 660 225 751 768 202 751 670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 26.1 16.4 16.4 33.7 26.9 27.6 32.8 25.8 25.8 31.5 23.0 23.5 Incr Delay (d2), s/veh 10.0 0.6 0.6 2.4 0.9 4.2 1.7 4.2 4.2 13.1 2.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 2.7 2.7 0.5 1.9 0.3 0.9 3.8 4.0 2.6 3.4 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 17.0 17.0 36.1 27.8 31.8 34.5 30.0 30.0 44.7 25.1 26.4 LnGrp LOS D B B DCCCCCDCC
Approach Vol, veh/h 857 419 524 577
Approach Delay, s/veh 25.6 29.6 30.4 29.9
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.8 20.6 7.5 31.2 8.9 23.6 22.1 16.5 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 9.0 33.5 6.0 51.0 9.0 33.5 24.0 33.0 Max Q Clear Time (g_c+I1), s 7.5 11.6 3.2 9.0 4.0 12.0 16.8 8.4 Green Ext Time (p_c), s 0.0 3.5 0.0 4.0 0.0 3.5 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 28.4
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 PM 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) 131 773 310 150 264 94 114 172 50 217 159 161 Future Volume (veh/h) 131 773 310 150 264 94 114 172 50 217 159 161 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 1678 1856 1856 1856 1678 1678 1856 1856 1856 1678 1856 1678 Adj Flow Rate, veh/h 131 773 310 150 264 94 114 172 50 217 159 161 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, % 15 3 3 3 15 15 3 3 3 15 3 15
Cap, veh/h 189 1054 470 147 815 363 118 451 127 270 474 423 Arrive On Green 0.12 0.30 0.30 0.08 0.26 0.26 0.07 0.17 0.17 0.17 0.27 0.27 Sat Flow, veh/h 1598 3526 1572 1767 3188 1422 1767 2714 766 1598 1763 1572 Grp Volume(v), veh/h 131 773 310 150 264 94 114 110 112 217 159 161 Grp Sat Flow(s),veh/h/ln1598 1763 1572 1767 1594 1422 1767 1763 1718 1598 1763 1572 Q Serve(g_s), s 4.7 11.8 10.4 5.0 4.0 3.2 3.9 3.3 3.5 7.9 4.4 5.0 Cycle Q Clear(g_c), s 4.7 11.8 10.4 5.0 4.0 3.2 3.9 3.3 3.5 7.9 4.4 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 189 1054 470 147 815 363 118 293 286 270 474 423 V/C Ratio(X) 0.69 0.73 0.66 1.02 0.32 0.26 0.97 0.38 0.39 0.80 0.34 0.38 Avail Cap(c_a), veh/h 276 1582 706 147 1118 499 118 469 457 531 938 836 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 18.9 18.4 27.6 18.2 17.8 28.0 22.3 22.4 24.0 17.7 17.9 Incr Delay (d2), s/veh 1.7 1.0 1.6 80.0 0.2 0.4 73.4 0.3 0.3 5.5 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.4 3.6 5.2 1.4 1.0 3.9 1.3 1.3 3.2 1.7 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 19.9 20.0 107.5 18.4 18.2 101.4 22.6 22.7 29.5 17.8 18.1 LnGrp LOS C B C F B B F C C C B B
Approach Vol, veh/h 1214 508 336 537
Approach Delay, s/veh 20.7 44.7 49.4 22.6
Approach LOS CDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.0 22.5 8.0 20.7 11.6 19.9 14.2 14.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 5.0 27.0 4.0 32.0 10.4 21.1 20.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 13.8 5.9 7.0 6.7 6.0 9.9 5.5 Green Ext Time (p_c), s 0.0 4.1 0.0 1.4 0.1 1.4 0.6 0.6 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
92: MACARTHUR (S) & ELEVENTH ST. PM 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 1164 55 52 488 5 122 5 280 5 5 5 Future Volume (veh/h) 5 1164 55 52 488 5 122 5 280 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 1164 0 52 488 5 122 5 280 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 174 1452 102 1326 14 362 15 335 13 13 13
Arrive On Green 0.10 0.41 0.00 0.06 0.37 0.37 0.21 0.21 0.21 0.02 0.02 0.02 Sat Flow, veh/h 1767 3526 1572 1767 3575 37 1701 70 1572 574 574 574 Grp Volume(v), veh/h 5 1164 0 52 241 252 127 0 280 15 0 0 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1849 1771 0 1572 1723 0 0 Q Serve(g_s), s 0.2 17.7 0.0 1.7 6.1 6.1 3.7 0.0 10.4 0.5 0.0 0.0 Cycle Q Clear(g_c), s 0.2 17.7 0.0 1.7 6.1 6.1 3.7 0.0 10.4 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.02 0.96 1.00 0.33 0.33
Lane Grp Cap(c), veh/h 174 1452 102 654 686 377 0 335 38 0 0 V/C Ratio(X) 0.03 0.80 0.51 0.37 0.37 0.34 0.00 0.84 0.39 0.00 0.00 Avail Cap(c_a), veh/h 174 1938 174 969 1016 450 0 400 622 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 24.8 15.7 0.0 27.9 14.0 14.0 20.3 0.0 23.0 29.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.8 0.0 1.5 0.3 0.3 0.5 0.0 12.4 6.5 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 0.1 6.7 0.0 0.7 2.2 2.3 1.5 0.0 4.6 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 17.6 0.0 29.3 14.3 14.3 20.8 0.0 35.4 35.9 0.0 0.0 LnGrp LOS C B C B B C A D D A A
Approach Vol, veh/h 1169 A 545 407 15
Approach Delay, s/veh 17.6 15.7 30.8 35.9
Approach LOS B B C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.0 29.6 5.8 10.5 27.1 17.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.0 33.5 22.0 6.0 33.5 15.5 Max Q Clear Time (g_c+I1), s 3.7 19.7 2.5 2.2 8.1 12.4
Green Ext Time (p_c), s 0.0 5.4 0.0 0.0 1.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
Tracy Transportation Master Plan Update Future 2042
93: MACARTHUR (S) & E. 6th St PM Peak Hour
HCM 6th TWSC Synchro 11 Report
Kimley-Horn Page 89
Intersection
Int Delay, s/veh 6.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 191 23 54 79 25 112
Future Vol, veh/h 191 23 54 79 25 112
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 33333
Mvmt Flow 191 23 54 79 25 112
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 268 81 137 0 - 0
Stage 1 81 -----
Stage 2 187 -----
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 719 976 1441 - - -
Stage 1 940 -----
Stage 2 843 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 691 976 1441 - - -
Mov Cap-2 Maneuver 691 -----
Stage 1 903 -----
Stage 2 843 -----
Approach EB NB SB
HCM Control Delay, s 12.2 3.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1441 - 713 - -
HCM Lane V/C Ratio 0.037 - 0.3 - -
HCM Control Delay (s) 7.6 0 12.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 1.3 - -
Tracy Transportation Master Plan Update Future 2042
94: MACARTHUR (S) & E. Mt. Diablo Ave/MacArthur Dr PM Peak Hour HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn Page 90
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 41 72 377 86 53 25 46 338 25 118 64 Future Volume (veh/h) 25 41 72 377 86 53 25 46 338 25 118 64 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 25 41 72 377 86 53 25 46 338 25 118 64 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 42 69 122 447 369 227 42 485 415 42 296 161
Arrive On Green 0.02 0.11 0.11 0.25 0.34 0.34 0.02 0.26 0.26 0.02 0.26 0.26 Sat Flow, veh/h 1767 609 1069 1781 1083 667 1767 1856 1585 1781 1131 614 Grp Volume(v), veh/h 25 0 113 377 0 139 25 46 338 25 0 182 Grp Sat Flow(s),veh/h/ln 1767 0 1678 1781 0 1750 1767 1856 1585 1781 0 1745 Q Serve(g_s), s 0.6 0.0 2.9 9.2 0.0 2.6 0.6 0.9 9.2 0.6 0.0 3.9 Cycle Q Clear(g_c), s 0.6 0.0 2.9 9.2 0.0 2.6 0.6 0.9 9.2 0.6 0.0 3.9 Prop In Lane 1.00 0.64 1.00 0.38 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 42 0 191 447 0 597 42 485 415 42 0 457 V/C Ratio(X) 0.59 0.00 0.59 0.84 0.00 0.23 0.59 0.09 0.82 0.59 0.00 0.40 Avail Cap(c_a), veh/h 155 0 661 545 0 1072 155 730 624 156 0 687 HCM Platoon Ratio 1.00 1.00 1.00 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 22.1 0.0 19.2 16.3 0.0 10.8 22.1 12.8 15.8 22.1 0.0 13.9 Incr Delay (d2), s/veh 12.7 0.0 2.9 9.9 0.0 0.2 12.7 0.1 5.1 12.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.2 4.4 0.0 0.9 0.4 0.3 3.4 0.4 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 0.0 22.1 26.1 0.0 11.0 34.8 12.9 20.9 34.5 0.0 14.5 LnGrp LOS C A C C A B C B C C A B
Approach Vol, veh/h 138 516 409 207
Approach Delay, s/veh 24.4 22.1 20.9 16.9
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.1 16.0 15.5 9.2 5.1 16.0 5.1 19.6 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 14.0 18.0 4.0 18.0 4.0 28.0 Max Q Clear Time (g_c+I1), s 2.6 11.2 11.2 4.9 2.6 5.9 2.6 4.6 Green Ext Time (p_c), s 0.0 0.8 0.4 0.4 0.0 0.7 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
95: MACARTHUR (S) & SCHULTE ROAD PM 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) 94 155 279 53 268 59 101 265 34 25 483 69 Future Volume (veh/h) 94 155 279 53 268 59 101 265 34 25 483 69 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 94 155 279 53 268 59 101 265 34 25 483 69 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 121 415 351 194 404 89 130 859 109 166 563 477 Arrive On Green 0.07 0.22 0.22 0.11 0.27 0.27 0.07 0.27 0.27 0.09 0.30 0.30 Sat Flow, veh/h 1767 1856 1572 1767 1473 324 1767 3147 400 1767 1856 1572 Grp Volume(v), veh/h 94 155 279 53 0 327 101 147 152 25 483 69 Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 0 1797 1767 1763 1784 1767 1856 1572 Q Serve(g_s), s 3.3 4.5 10.7 1.8 0.0 10.3 3.6 4.2 4.3 0.8 15.6 2.0 Cycle Q Clear(g_c), s 3.3 4.5 10.7 1.8 0.0 10.3 3.6 4.2 4.3 0.8 15.6 2.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 121 415 351 194 0 493 130 481 487 166 563 477 V/C Ratio(X) 0.78 0.37 0.79 0.27 0.00 0.66 0.78 0.31 0.31 0.15 0.86 0.14 Avail Cap(c_a), veh/h 194 655 555 194 0 660 194 705 713 166 728 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 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 29.2 21.0 23.4 26.0 0.0 20.5 29.0 18.4 18.4 26.5 20.9 16.2 Incr Delay (d2), s/veh 10.3 0.7 5.0 0.9 0.0 1.9 11.0 0.4 0.4 0.2 8.6 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 1.7 1.8 4.0 0.7 0.0 4.1 1.8 1.6 1.6 0.3 7.2 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 21.7 28.3 27.0 0.0 22.4 40.0 18.8 18.8 26.7 29.5 16.4 LnGrp LOS D C C C A C D B B C C B
Approach Vol, veh/h 528 380 400 577
Approach Delay, s/veh 28.4 23.0 24.2 27.8
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 11.6 19.1 10.6 22.4 8.4 22.4 8.7 24.3 Change Period (Y+Rc), s 4.6 4.9 4.6 * 5 4.0 * 4.9 4.0 5.0 Max Green Setting (Gmax), s 7.0 22.5 6.0 * 26 7.0 * 23 7.0 25.0 Max Q Clear Time (g_c+I1), s 3.8 12.7 2.8 6.3 5.3 12.3 5.6 17.6 Green Ext Time (p_c), s 0.0 1.6 0.0 1.3 0.0 1.2 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 26.2
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. PM 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) 190 368 54 67 262 75 39 103 55 89 155 225 Future Volume (veh/h) 190 368 54 67 262 75 39 103 55 89 155 225 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 190 368 54 67 262 75 39 103 55 89 155 225 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 235 448 66 169 332 95 129 185 99 196 365 309 Arrive On Green 0.14 0.28 0.28 0.09 0.24 0.24 0.07 0.16 0.16 0.11 0.20 0.20 Sat Flow, veh/h 1711 1594 234 1810 1398 400 1753 1120 598 1810 1826 1547 Grp Volume(v), veh/h 190 0 422 67 0 337 39 0 158 89 155 225 Grp Sat Flow(s),veh/h/ln1711 0 1828 1810 0 1798 1753 0 1718 1810 1826 1547 Q Serve(g_s), s 5.9 0.0 11.8 1.9 0.0 9.6 1.1 0.0 4.6 2.5 4.1 7.4 Cycle Q Clear(g_c), s 5.9 0.0 11.8 1.9 0.0 9.6 1.1 0.0 4.6 2.5 4.1 7.4 Prop In Lane 1.00 0.13 1.00 0.22 1.00 0.35 1.00 1.00
Lane Grp Cap(c), veh/h 235 0 514 169 0 427 129 0 283 196 365 309 V/C Ratio(X) 0.81 0.00 0.82 0.40 0.00 0.79 0.30 0.00 0.56 0.45 0.42 0.73 Avail Cap(c_a), veh/h 295 0 1096 269 0 1035 289 0 932 345 1037 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 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 22.8 0.0 18.3 23.3 0.0 19.5 23.9 0.0 21.0 22.8 19.1 20.4 Incr Delay (d2), s/veh 10.0 0.0 3.3 0.6 0.0 3.3 0.5 0.0 1.7 0.6 0.8 3.3 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 2.7 0.0 4.6 0.7 0.0 3.8 0.4 0.0 1.8 1.0 1.6 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 0.0 21.7 23.8 0.0 22.8 24.4 0.0 22.7 23.4 19.9 23.7 LnGrp LOS C A C C A C C A C C B C
Approach Vol, veh/h 612 404 197 469
Approach Delay, s/veh 25.1 23.0 23.0 22.4
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.7 20.3 8.6 15.9 12.1 18.0 10.5 14.0 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 8.1 32.7 9.0 31.0 9.4 31.4 10.4 29.6 Max Q Clear Time (g_c+I1), s 3.9 13.8 3.1 9.4 7.9 11.6 4.5 6.6 Green Ext Time (p_c), s 0.0 1.6 0.0 1.5 0.1 1.2 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 23.6
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 PM 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) 25 748 20 20 359 52 20 20 20 125 20 25 Future Volume (veh/h) 25 748 20 20 359 52 20 20 20 125 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 25 748 20 20 359 52 20 20 20 125 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 240 925 413 30 506 226 30 407 407 156 412 515 Arrive On Green 0.13 0.26 0.26 0.01 0.05 0.05 0.02 0.47 0.47 0.09 0.55 0.55 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 858 858 1781 756 945 Grp Volume(v), veh/h 25 748 20 20 359 52 20 0 40 125 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 1.2 19.7 0.9 1.1 10.0 2.5 1.1 0.0 1.3 6.9 0.0 1.2 Cycle Q Clear(g_c), s 1.2 19.7 0.9 1.1 10.0 2.5 1.1 0.0 1.3 6.9 0.0 1.2 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 240 925 413 30 506 226 30 0 815 156 0 928 V/C Ratio(X) 0.10 0.81 0.05 0.66 0.71 0.23 0.66 0.00 0.05 0.80 0.00 0.05 Avail Cap(c_a), veh/h 240 1350 602 125 1350 602 125 0 815 303 0 928 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 0.95 0.95 0.95 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.9 34.6 27.7 49.4 45.6 27.4 48.9 0.0 14.1 44.7 0.0 10.6 Incr Delay (d2), s/veh 0.1 1.8 0.0 20.7 1.8 0.5 21.6 0.0 0.1 9.0 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 0.5 8.3 0.3 0.7 4.7 1.2 0.7 0.0 0.5 3.4 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 36.4 27.7 70.1 47.4 27.9 70.5 0.0 14.2 53.8 0.0 10.7 LnGrp LOS D D C E D C E A B D A B
Approach Vol, veh/h 793 431 60 170
Approach Delay, s/veh 36.3 46.1 33.0 42.4
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 12.8 51.5 5.7 30.0 5.7 58.5 17.5 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 17.0 22.0 7.0 38.0 7.0 32.0 7.0 38.0 Max Q Clear Time (g_c+I1), s 8.9 3.3 3.1 21.7 3.1 3.2 3.2 12.0 Green Ext Time (p_c), s 0.2 0.1 0.0 4.3 0.0 0.2 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Tracy Transportation Master Plan Update Future 2042
98: Chrisman Rd/Chrisman Road & Grant Line Rd PM 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) 270 68 69 20 123 20 25 484 20 20 256 125 Future Volume (veh/h) 270 68 69 20 123 20 25 484 20 20 256 125 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 270 68 69 20 123 20 25 484 20 20 256 125 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 327 1096 489 76 573 91 312 739 296 34 1053 470 Arrive On Green 0.18 0.34 0.34 0.05 0.21 0.21 0.21 0.21 0.21 0.02 0.30 0.30 Sat Flow, veh/h 1781 3188 1422 1598 2754 439 899 3554 1422 1781 3554 1585 Grp Volume(v), veh/h 270 68 69 20 70 73 25 484 20 20 256 125 Grp Sat Flow(s),veh/h/ln1781 1594 1422 1598 1594 1599 899 1777 1422 1781 1777 1585 Q Serve(g_s), s 8.4 0.8 1.9 0.7 2.1 2.2 1.3 7.2 0.7 0.6 3.2 3.5 Cycle Q Clear(g_c), s 8.4 0.8 1.9 0.7 2.1 2.2 1.3 7.2 0.7 0.6 3.2 3.5 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1096 489 76 332 333 312 739 296 34 1053 470 V/C Ratio(X) 0.83 0.06 0.14 0.26 0.21 0.22 0.08 0.65 0.07 0.59 0.24 0.27 Avail Cap(c_a), veh/h 772 1824 813 277 497 499 686 2218 887 124 2834 1264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 22.7 12.7 13.0 26.5 18.9 19.0 18.6 20.9 18.3 28.1 15.4 15.5 Incr Delay (d2), s/veh 2.0 0.0 0.0 1.8 0.1 0.1 0.0 0.4 0.0 15.3 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.2 0.5 0.3 0.7 0.7 0.2 2.7 0.2 0.4 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 12.7 13.1 28.3 19.0 19.1 18.6 21.3 18.4 43.4 15.5 15.8 LnGrp LOS C B B C B B B C B D B B
Approach Vol, veh/h 407 163 529 401
Approach Delay, s/veh 20.7 20.2 21.1 17.0
Approach LOS C C C B
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s8.7 25.8 23.1 16.6 18.0 5.1 18.0 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 33.0 * 46 25.0 18.0 4.0 36.0 Max Q Clear Time (g_c+I1), s 2.7 3.9 5.5 10.4 4.2 2.6 9.2 Green Ext Time (p_c), s 0.0 0.3 2.0 0.3 0.2 0.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 19.8
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. PM 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) 276 621 107 363 297 213 44 229 408 186 132 196 Future Volume (veh/h) 276 621 107 363 297 213 44 229 408 186 132 196 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 276 621 107 363 297 213 44 229 408 186 132 196 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 398 615 274 359 575 256 52 861 384 221 1198 534 Arrive On Green 0.13 0.19 0.19 0.12 0.18 0.18 0.03 0.27 0.27 0.14 0.38 0.38 Sat Flow, veh/h 3100 3188 1422 3100 3188 1422 1598 3188 1422 1598 3188 1422 Grp Volume(v), veh/h 276 621 107 363 297 213 44 229 408 186 132 196 Grp Sat Flow(s),veh/h/ln1550 1594 1422 1550 1594 1422 1598 1594 1422 1598 1594 1422 Q Serve(g_s), s 6.6 15.0 5.1 9.0 6.5 11.2 2.1 4.4 21.0 8.8 2.1 7.8 Cycle Q Clear(g_c), s 6.6 15.0 5.1 9.0 6.5 11.2 2.1 4.4 21.0 8.8 2.1 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 398 615 274 359 575 256 52 861 384 221 1198 534 V/C Ratio(X) 0.69 1.01 0.39 1.01 0.52 0.83 0.85 0.27 1.06 0.84 0.11 0.37 Avail Cap(c_a), veh/h 399 615 274 359 575 256 82 861 384 267 1230 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 31.4 27.4 34.4 28.8 30.7 37.4 22.3 28.4 32.7 15.8 17.6 Incr Delay (d2), s/veh 6.6 38.8 1.9 50.5 1.6 21.9 34.3 0.6 63.5 18.0 0.1 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.6 1.7 5.6 2.4 5.1 1.3 1.6 13.2 4.4 0.7 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 70.2 29.3 84.9 30.4 52.6 71.8 22.9 91.9 50.7 15.9 19.1 LnGrp LOS D F C F C D E C F D B B
Approach Vol, veh/h 1004 873 681 514
Approach Delay, s/veh 57.3 58.5 67.4 29.7
Approach LOS E E E C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 15.0 21.0 6.5 35.2 16.0 20.0 14.8 27.0 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 9.0 15.0 4.0 30.0 10.0 14.0 13.0 21.0 Max Q Clear Time (g_c+I1), s 11.0 17.0 4.1 9.8 8.6 13.2 10.8 23.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.6 0.3 0.3 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 55.2
HCM 6th LOS E
Tracy Transportation Master Plan Update Future 2042
100: CHRISMAN & SCHULTE ROAD PM 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) 142 66 169 807 595 200
Future Volume (veh/h) 142 66 169 807 595 200
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 142 66 169 807 595 200
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 33333
Cap, veh/h 239 213 218 2041 1103 492
Arrive On Green 0.14 0.14 0.12 0.58 0.31 0.31
Sat Flow, veh/h 1767 1572 1767 3618 3618 1572
Grp Volume(v), veh/h 142 66 169 807 595 200
Grp Sat Flow(s),veh/h/ln1767 1572 1767 1763 1763 1572
Q Serve(g_s), s 2.1 1.1 2.6 3.5 3.9 2.8
Cycle Q Clear(g_c), s 2.1 1.1 2.6 3.5 3.9 2.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 239 213 218 2041 1103 492
V/C Ratio(X) 0.59 0.31 0.78 0.40 0.54 0.41
Avail Cap(c_a), veh/h 1136 1011 442 3652 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 11.4 10.9 11.9 3.2 7.9 7.6
Incr Delay (d2), s/veh 2.4 0.8 5.9 0.1 0.4 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 0.7 1.0 1.0 0.0 0.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 11.7 17.8 3.3 8.4 8.1
LnGrp LOS B BBAAA
Approach Vol, veh/h 208 976 795
Approach Delay, s/veh 13.1 5.8 8.3
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.2 7.8 7.4 12.8
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 5.5 4.1 4.6 5.9
Green Ext Time (p_c), s 3.7 0.6 0.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Tracy Transportation Master Plan Update Future 2042
101: CHRISMAN & VALPICO RD. PM 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 25 119 33 20 131 73 178 25 25 226 183 Future Volume (veh/h) 287 25 119 33 20 131 73 178 25 25 226 183 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 1781 1856 1856 1781 1856 Adj Flow Rate, veh/h 287 25 119 33 20 0 73 178 25 25 226 183 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 796 85 404 491 229 551 469 66 604 547 483
Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.00 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1381 280 1335 681 758 1572 969 1528 215 1170 1781 1572 Grp Volume(v), veh/h 287 0 144 53 0 0 73 0 203 25 226 183 Grp Sat Flow(s),veh/h/ln1381 0 1615 1439 0 1572 969 0 1743 1170 1781 1572 Q Serve(g_s), s 1.8 0.0 1.4 0.0 0.0 0.0 1.3 0.0 1.9 0.4 2.1 1.9 Cycle Q Clear(g_c), s 3.3 0.0 1.4 1.4 0.0 0.0 3.4 0.0 1.9 2.2 2.1 1.9 Prop In Lane 1.00 0.83 0.62 1.00 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 796 0 489 721 0 551 0 535 604 547 483 V/C Ratio(X) 0.36 0.00 0.29 0.07 0.00 0.13 0.00 0.38 0.04 0.41 0.38 Avail Cap(c_a), veh/h 1590 0 1418 1533 0 1151 0 1615 1328 1651 1457 HCM Platoon Ratio 1.00 1.00 1.00 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 6.0 0.0 5.5 5.1 0.0 0.0 7.0 0.0 5.6 6.4 5.6 5.6 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.0 0.0 0.0 0.1 0.0 0.4 0.0 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 0.2 0.0 0.1 0.1 0.0 0.0 0.1 0.0 0.2 0.0 0.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 0.0 5.8 5.2 0.0 0.0 7.1 0.0 6.0 6.5 6.1 6.1 LnGrp LOS A AAAA AAAAAA
Approach Vol, veh/h 431 53 A 276 434
Approach Delay, s/veh 6.1 5.2 6.3 6.1
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.3 10.2 10.3 10.2
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 5.4 5.3 4.2 3.4
Green Ext Time (p_c), s 0.9 1.4 1.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.1
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 PM 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) 68 69 206 241 25 20 75 834 663 20 246 25 Future Volume (veh/h) 68 69 206 241 25 20 75 834 663 20 246 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 1870 1856 1870 1870 1870 1856 1856 1870 1870 1856 1856 Adj Flow Rate, veh/h 68 69 206 241 25 20 75 834 663 20 246 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 23222332233
Cap, veh/h 805 79 234 317 45 36 842 1909 1510 30 415 129 Arrive On Green 0.23 0.19 0.19 0.09 0.05 0.05 0.95 1.00 1.00 0.02 0.08 0.08 Sat Flow, veh/h 3428 414 1235 3456 962 770 1767 3526 2790 1781 5066 1572 Grp Volume(v), veh/h 68 0 275 241 0 45 75 834 663 20 246 25 Grp Sat Flow(s),veh/h/ln1714 0 1648 1728 0 1732 1767 1763 1395 1781 1689 1572 Q Serve(g_s), s 1.5 0.0 16.2 6.8 0.0 2.5 0.2 0.0 0.0 1.1 4.7 1.5 Cycle Q Clear(g_c), s 1.5 0.0 16.2 6.8 0.0 2.5 0.2 0.0 0.0 1.1 4.7 1.5 Prop In Lane 1.00 0.75 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 0 313 317 0 81 842 1909 1510 30 415 129 V/C Ratio(X) 0.08 0.00 0.88 0.76 0.00 0.56 0.09 0.44 0.44 0.66 0.59 0.19 Avail Cap(c_a), veh/h 805 0 396 484 0 346 842 1909 1510 89 1824 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 39.4 44.4 0.0 46.7 1.2 0.0 0.0 48.9 44.3 42.8 Incr Delay (d2), s/veh 0.0 0.0 16.7 3.8 0.0 5.9 0.0 0.7 0.9 21.6 6.1 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 7.9 3.1 0.0 1.2 0.1 0.2 0.2 0.7 2.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 0.0 56.1 48.1 0.0 52.5 1.3 0.7 0.9 70.5 50.4 46.1 LnGrp LOS C A E D A D AAAEDD
Approach Vol, veh/h 343 286 1572 291
Approach Delay, s/veh 50.9 48.8 0.8 51.4
Approach LOS D D A D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.7 58.1 13.2 23.0 51.7 12.2 27.5 8.7 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 41.0 14.0 24.0 10.0 36.0 18.0 20.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 8.8 18.2 2.2 6.7 3.5 4.5 Green Ext Time (p_c), s 0.0 10.0 0.4 0.8 0.1 1.5 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
Tracy Transportation Master Plan Update Future 2042
103: Paradise Rd & I-205 WB On-Ramp/I-205 WB-Off Ramp PM 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 0 329 0 76 22 1460 20 0 302 391 Future Volume (veh/h) 0 0 0 329 0 76 22 1460 20 0 302 391 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 1870 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 329 0 76 22 1460 20 0 302 391
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222022
Cap, veh/h 498 0 148 68 4031 1311 0 2939 2307
Arrive On Green 0.09 0.00 0.09 1.00 1.00 1.00 0.00 1.00 1.00 Sat Flow, veh/h 5344 0 1585 37 4875 1585 0 3647 2790
Grp Volume(v), veh/h 329 0 76 548 934 20 0 302 391
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1815 1549 1585 0 1777 1395 Q Serve(g_s), s 5.9 0.0 4.6 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 5.9 0.0 4.6 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.04 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 498 0 148 1538 2561 1311 0 2939 2307 V/C Ratio(X) 0.66 0.00 0.51 0.36 0.36 0.02 0.00 0.10 0.17 Avail Cap(c_a), veh/h 1336 0 396 1538 2561 1311 0 2939 2307 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.67 1.67 Upstream Filter(I) 1.00 0.00 1.00 0.90 0.90 0.90 0.00 0.95 0.95 Uniform Delay (d), s/veh 43.8 0.0 43.2 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 2.8 0.6 0.4 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 %ile BackOfQ(50%),veh/ln 2.7 0.0 1.9 0.2 0.1 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 0.0 46.0 0.6 0.4 0.0 0.0 0.1 0.2 LnGrp LOS D A D AAAAAA
Approach Vol, veh/h 405 1502 693
Approach Delay, s/veh 45.4 0.4 0.1
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 86.7 86.7 13.3
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 67.0 67.0 25.0
Max Q Clear Time (g_c+I1), s 2.0 2.0 7.9
Green Ext Time (p_c), s 13.1 3.7 1.4
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Tracy Transportation Master Plan Update Future 2042
104: Paradise Rd & I-205 EB Off-Ramp/I-205 EB On-Ramp PM 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) 1305 0 106 0000 1 7 1 8 6 7 1 8 5 4 4 50 Future Volume (veh/h) 1305 0 106 0000 1 7 1 8 6 7 1 8 5 4 4 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 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 1305 0 106 0 171 867 185 445 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 1610 0 955 0 2316 1265 223 3159 0
Arrive On Green 0.30 0.00 0.30 0.00 0.45 0.45 0.04 0.20 0.00 Sat Flow, veh/h 5344 0 3170 0 5274 2790 1781 5274 0
Grp Volume(v), veh/h 1305 0 106 0 171 867 185 445 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1395 1781 1702 0 Q Serve(g_s), s 22.6 0.0 2.4 0.0 1.9 24.6 10.3 7.1 0.0
Cycle Q Clear(g_c), s 22.6 0.0 2.4 0.0 1.9 24.6 10.3 7.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1610 0 955 0 2316 1265 223 3159 0 V/C Ratio(X) 0.81 0.00 0.11 0.00 0.07 0.69 0.83 0.14 0.00 Avail Cap(c_a), veh/h 2138 0 1268 0 2316 1265 356 3159 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 0.85 0.85 0.97 0.97 0.00 Uniform Delay (d), s/veh 32.3 0.0 25.3 0.0 15.4 21.7 46.9 18.0 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.1 0.0 0.1 2.6 8.5 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 %ile BackOfQ(50%),veh/ln 9.8 0.0 0.9 0.0 0.7 7.6 5.3 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 25.3 0.0 15.5 24.2 55.4 18.1 0.0 LnGrp LOS C A C A B C E B A
Approach Vol, veh/h 1411 1038 630
Approach Delay, s/veh 33.5 22.8 29.0
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 16.5 49.4 34.1 65.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 28.0 40.0 52.0
Max Q Clear Time (g_c+I1), s 12.3 26.6 24.6 9.1
Green Ext Time (p_c), s 0.3 0.7 5.5 3.1
Intersection Summary
HCM 6th Ctrl Delay 29.0
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 PM 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) 747 58 122 535 25 174
Future Volume (veh/h) 747 58 122 535 25 174
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 747 58 122 535 25 174
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 22222
Cap, veh/h 1232 94 189 1347 1169 2371
Arrive On Green 0.17 0.17 0.11 0.53 0.66 0.66
Sat Flow, veh/h 7632 554 3456 5274 1781 3614
Grp Volume(v), veh/h 620 185 122 535 25 174
Grp Sat Flow(s),veh/h/ln1515 1771 1728 1702 1781 1205
Q Serve(g_s), s 9.5 9.7 3.4 6.3 0.5 1.7
Cycle Q Clear(g_c), s 9.5 9.7 3.4 6.3 0.5 1.7
Prop In Lane 0.31 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1026 300 189 1347 1169 2371
V/C Ratio(X) 0.60 0.62 0.65 0.40 0.02 0.07
Avail Cap(c_a), veh/h 2303 673 657 3115 1169 2371
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.60 0.60 0.99 0.99 0.90 0.90
Uniform Delay (d), s/veh 38.4 38.5 43.6 18.9 6.0 6.2
Incr Delay (d2), s/veh 0.3 1.3 3.7 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 3.4 4.1 1.4 2.1 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.8 39.8 47.3 19.1 6.0 6.3
LnGrp LOS D D D B A A
Approach Vol, veh/h 805 657 199
Approach Delay, s/veh 39.0 24.3 6.2
Approach LOS D C A
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 69.6 9.5 20.9 30.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 19.0 38.0 61.0
Max Q Clear Time (g_c+I1), s 3.7 5.4 11.7 8.3
Green Ext Time (p_c), s 0.7 0.3 5.2 3.7
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Tracy Transportation Master Plan Update Future 2042
106: PARADISE RD & GRANT LINE RD PM 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) 24 523 20 121 372 105 26 21 230 284 25 25 Future Volume (veh/h) 24 523 20 121 372 105 26 21 230 284 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 24 523 20 121 372 105 26 21 230 284 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 34 688 307 144 907 405 37 25 270 325 646 547 Arrive On Green 0.02 0.22 0.22 0.09 0.28 0.28 0.02 0.20 0.20 0.20 0.38 0.38 Sat Flow, veh/h 1598 3188 1422 1598 3188 1422 1598 120 1320 1598 1678 1422 Grp Volume(v), veh/h 24 523 20 121 372 105 26 0 251 284 25 25 Grp Sat Flow(s),veh/h/ln1598 1594 1422 1598 1594 1422 1598 0 1440 1598 1678 1422 Q Serve(g_s), s 1.0 10.2 0.7 5.0 6.3 3.8 1.1 0.0 11.2 11.4 0.6 0.7 Cycle Q Clear(g_c), s 1.0 10.2 0.7 5.0 6.3 3.8 1.1 0.0 11.2 11.4 0.6 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.92 1.00 1.00
Lane Grp Cap(c), veh/h 34 688 307 144 907 405 37 0 294 325 646 547 V/C Ratio(X) 0.70 0.76 0.07 0.84 0.41 0.26 0.71 0.00 0.85 0.87 0.04 0.05 Avail Cap(c_a), veh/h 144 1775 792 144 1775 792 144 0 390 361 682 578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 32.3 24.4 20.7 29.7 19.2 18.4 32.2 0.0 25.5 25.6 12.8 12.8 Incr Delay (d2), s/veh 22.3 0.7 0.0 33.2 0.1 0.1 22.1 0.0 10.5 19.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.5 0.2 3.1 2.0 1.1 0.6 0.0 4.4 5.6 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 25.1 20.8 62.9 19.4 18.5 54.4 0.0 35.9 44.8 12.8 12.8 LnGrp LOS D C C E B B D A D D B B
Approach Vol, veh/h 567 598 277 334
Approach Delay, s/veh 26.2 28.0 37.7 40.0
Approach LOS CCDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 10.0 20.3 17.5 18.6 5.4 24.9 5.5 30.6 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 37.0 15.0 18.0 6.0 37.0 6.0 27.0 Max Q Clear Time (g_c+I1), s 7.0 12.2 13.4 13.2 3.0 8.3 3.1 2.7 Green Ext Time (p_c), s 0.0 2.1 0.1 0.4 0.0 1.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 31.2
HCM 6th LOS C
LANE SUMMARY
Site: 101 [Intersection 107 - Grant Line/Kasson & Eleventh_AM] New Site
Site Cate
gory: (None)
Roundabout
Lane Use and Performance
Demand F
lows 95% Back o f Queue
Cap.
Deg.
Satn
Lane
Util.
Average
Delay
Level of
Service
Lane
Con fig
Lane
Length
Cap.
Adj.
Prob.
Block.Total HV Veh Dist
veh/h % v e
h/h v/c % sec ft ft % %
South: Eleventh St
Lane 1
d
750 3
.0 1092 0.687 100 13.6 LOS B 9.9 253.0 Full 1600 0.0 0.0 Lane 2 285
3.0 1092 0.261 38
6 5.8 LOS A 1.2 30.4 Full 1600 0.0 0.0
Lane 3 28 3
.0 1626 0.017 3
5 0.0 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 1063 3.0 0.687 11.2 LOS B 9.9 253.0
East: Kasson Rd
Lane 1
d
268
3.0 509 0.528 100 17.4 LOS C 2.7 68.4 Full 1600 0.0 0.0 Approach 268 3.0 0.528 17.4 LOS C 2.7 68.4
North: Eleventh St
Lane 1 8 2
9 3.0 955 0.868 100 26.9 LOS D 21.6 552.8 Full 1600 0.0 0.0 Lane 2
d
829 3.0 955 0.868 100 26.9 LOS D 21.6 552.8 Full 1600 0.0 0.0 Approach 1658 3.0 0.868 26.9 LOS D 21.6 552.8
West: W. Grant Line Rd
Lane 1
d
261
3.0 514 0.508 100 16.5 LOS C 2.5 64.2 Full 1600 0.0 0.0 Approach 261 3.0 0.508 16.5 LOS C 2.5 64.2
Intersection 3250 3.0 0.868 20.1 LOS C 21.6 552.8
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
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K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101
[Intersection 107 - Grant Line/Kasson & Eleventh_AM]
New Site
Site Cate
gory: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS B C D C C
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabo
ut LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
SIDRA INTERSECTION 8.0 | Copyright © 2000-2018 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Processed: Wednesday, July 1, 2020 6:48:09 PM Project:
K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
MOVEMENT SUMMARY
Site: 101 [Intersection 107 - Grant Line/Kasson & Eleventh_AM] New Site
Site Cate
gory: (None)
Roundabout
Movement Performance - Vehicles
Demand F
lows 95% Back of QueueMov
ID
Turn Deg.
Satn
Average
Delay
Level of
Service
Prop.
Queu ed
Effective
Stop Rate
Aver. No.
Cycles
Average
Speed Total HV Vehicles Distance
veh/h % v /
c sec veh ft mph
South: Eleventh St
3 L2 124 3.0
0.687 13.6 LOS B 9.9 253.0 0.71 0.76 1.09 30.9
8 T1 911 3.0 0.687 11.2 LOS B 9.9 253.0 0.62 0.61 0.88 31.9 18 R2 28 3.0 0.017 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 1063 3.0 0.687 11.2 LOS B 9.9 253.0 0.61 0.61 0.88 31.9 East: Kass
on Rd
1 L2 66 3.0 0.528 17.4 LOS C 2.7 68.4 0.78 0.92 1.27 29.2 6 T1 201 3.0 0.528 17.4 LOS C 2.7 68.4 0.78 0.92 1.27 29.1 16 R2 1 3.0 0.528 17.4 LOS C 2.7 68.4 0.78 0.92 1.27 28.4 Approach 268 3.0 0.528 17.4 LOS C 2.7 68.4 0.78 0.92 1.27 29.2 North: Ele
venth St
7 L2 1 3.0 0.868 26.9 LOS D 21.6 552.8 1.00 1.59 2.51 26.4 4 T1 1060 3.0 0.868 26.9 LOS D 21.6 552.8 1.00 1.59 2.51 26.3 14 R2 597 3.0 0.868 26.9 LOS D 21.6 552.8 1.00 1.59 2.51 25.6 Approach 1658 3.0 0.868 26.9 LOS D 21.6 552.8 1.00 1.59 2.51 26.1 West: W.
Grant Line Rd
5 L2 104 3.0 0.508 16.5 LOS C 2.5 64.2 0.77 0.90 1.22 29.2 2 T1 143 3.0 0.508 16.5 LOS C 2.5 64.2 0.77 0.90 1.22 29.1 12 R2 13 3.0 0.508 16.5 LOS C 2.5 64.2 0.77 0.90 1.22 28.4 Approach 261 3.0 0.508 16.5 LOS C 2.5 64.2 0.77 0.90 1.22 29.1 All Vehic
les 3250 3.0 0.868 20.1 LOS C 21.6 552.8 0.84 1.16 1.77 28.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F wil
l result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 8.0 | Copyright © 2000-2018 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Processed: Wednesday, July 1, 2020 6:48:09 PM Project:
K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
LANE SUMMARY
Site: 101 [Intersection 107 - Grant Line/Kasson & Eleventh_PM] New Site
Site Cate
gory: (None)
Roundabout
Lane Use and Performance
Demand F
lows 95% Back o f Queue
Cap.
Deg.
Satn
Lane
Util.
Average
Delay
Level of
Service
Lane
Con fig
Lane
Length
Cap.
Adj.
Prob.
Block.Total HV Veh Dist
veh/h % v e
h/h v/c % sec ft ft % %
South: Eleventh St
Lane 1
d
920 3
.0 864 1.065 100 70.8 LOS F 48.8 1249.7 Full 1600 0.0 0.0 Lane 2 350
3.0 864 0.405 38
6 9.0 LOS A 2.1 53.2 Full 1600 0.0 0.0
Lane 3 132
3.0 1626 0.081 8
5 0.0 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 1401 3.0 1.065 48.7 LOS E 48.8 1249.7
East: Kasson Rd
Lane 1
d
143
3.0 358 0.400 100 18.6 LOS C 1.5 39.3 Full 1600 0.0 0.0 Approach 143 3.0 0.400 18.6 LOS C 1.5 39.3
North: Eleventh St
Lane 1 7 1
1 3.0 1102 0.646 100 12.3 LOS B 7.6 194.4 Full 1600 0.0 0.0 Lane 2
d
711 3.0 1102 0.646 100 12.3 LOS B 7.6 194.4 Full 1600 0.0 0.0 Approach 1423 3.0 0.646 12.3 LOS B 7.6 194.4
West: W. Grant Line Rd
Lane 1
d
971
3.0 573 1.695 100 338.5 LOS F 136.9 3504.9 Full 1600 0.0 38.4 Approach 971 3.0 1.695 338.5 LOS F 136.9 3504.9
Intersection 3938 3.0 1.695 105.9 LO S F 136.9 3504.9
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
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K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101
[Intersection 107 - Grant Line/Kasson & Eleventh_PM]
New Site
Site Cate
gory: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS E C B F F
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabo
ut LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
SIDRA INTERSECTION 8.0 | Copyright © 2000-2018 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Processed: Wednesday, July 1, 2020 6:48:53 PM Project:
K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
MOVEMENT SUMMARY
Site: 101 [Intersection 107 - Grant Line/Kasson & Eleventh_PM] New Site
Site Cate
gory: (None)
Roundabout
Movement Performance - Vehicles
Demand F
lows 95% Back of QueueMov
ID
Turn Deg.
Satn
Average
Delay
Level of
Service
Prop.
Queu ed
Effective
Stop Rate
Aver. No.
Cycles
Average
Speed Total HV Vehicles Distance
veh/h % v /
c sec veh ft mph
South: Eleventh St
3 L2 105 3.0
1.065 70.8 LOS F 48.8 1249.7 1.00 2.66 5.41 17.5
8 T1 1164 3.0 1.065 52.2 LOS F 48.8 1249.7 0.89 2.05 3.99 20.3 18 R2 132 3.0 0.081 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 1401 3.0 1.065 48.7 LOS E 48.8 1249.7 0.81 1.91 3.72 20.9 East: Kass
on Rd
1 L2 29 3.0 0.400 18.6 LOS C 1.5 39.3 0.83 0.91 1.15 28.8 6 T1 113 3.0 0.400 18.6 LOS C 1.5 39.3 0.83 0.91 1.15 28.8 16 R2 1 3.0 0.400 18.6 LOS C 1.5 39.3 0.83 0.91 1.15 28.0 Approach 143 3.0 0.400 18.6 LOS C 1.5 39.3 0.83 0.91 1.15 28.8 North: Ele
venth St
7 L2 1 3.0 0.646 12.3 LOS B 7.6 194.4 0.66 0.64 0.90 31.8 4 T1 973 3.0 0.646 12.3 LOS B 7.6 194.4 0.66 0.64 0.90 31.7 14 R2 449 3.0 0.646 12.3 LOS B 7.6 194.4 0.66 0.64 0.90 30.7 Approach 1423 3.0 0.646 12.3 LOS B 7.6 194.4 0.66 0.64 0.90 31.4 West: W.
Grant Line Rd
5 L2 577 3.0 1.695 338.5 LOS F 136.9 3504.9 1.00 5.94 17.66 5.8 2 T1 259 3.0 1.695 338.5 LOS F 136.9 3504.9 1.00 5.94 17.66 5.7 12 R2 135 3.0 1.695 338.5 LOS F 136.9 3504.9 1.00 5.94 17.66 5.7 Approach 971 3.0 1.695 338.5 LOS F 136.9 3504.9 1.00 5.94 17.66 5.7 All Vehic
les 3938 3.0 1.695 105.9 LOS F 136.9 3504.9 0.80 2.41 6.05 13.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F wil
l result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 8.0 | Copyright © 2000-2018 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Processed: Wednesday, July 1, 2020 6:48:53 PM Project:
K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Existing\Intersection 107 - Eleventh & Grant Line.sip8
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Pavillion Pkwy
Lane 1
d
129 3.0 924 0.140 100 5.2 LOS A 0.5 14.0 Full 1600 0.0 0.0 Lane 2 35 3.0 924 0.038 27
5 4.2 LOS A 0.1 3.5 Short 200 0.0 NA
Approach 164 3.0 0.140 5.0 LOS A 0.5 14.0
East: Promontory Pkwy
Lane 1
d
812 3.0 999 0.812 100 21.1 LOS C 19.6 501.2 Full 1600 0.0 0.0 Approach 812 3.0 0.812 21.1 LOS C 19.6 501.2
North: Pavillion Pkwy
Lane 1
d
411 3.0 644 0.638 100 18.1 LOS C 4.8 122.0 Full 1600 0.0 0.0 Lane 2 341 3.0 1626 0.210 33
5 0.1 LOS A 0.0 0.0 Short 200 0.0 NA
Approach 752 3.0 0.638 9.9 LOS A 4.8 122.0
West: Promontory Pkwy
Lane 1
d
432 3.0 630 0.686 100 20.7 LOS C 6.1 155.4 Full 1600 0.0 0.0 Approach 432 3.0 0.686 20.7 LOS C 6.1 155.4
Intersection 2160 3.0 0.812 15.9 LOS C 19.6 501.2
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Pavillion Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N E
Lane 1 25 104 - 129 3.0 924 0.140 100 NA NA
Lane 2 - - 35 35 3.0 924 0.038 27
5 0.0 1
Approach 25 104 35 164 3.0 0.140
East: Promontory Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
Deg.
Satn
Lane
Util.
Prob.
SL Ov.
Ov.
LaneFrom E
To Exit: S W N veh/h v/c % % No.
Lane 1 307 480 25 812 3.0 999 0.812 100 NA NA
Approach 307 480 25 812 3.0 0.812
North: Pavillion Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S W
Lane 1 20 391 - 411 3.0 644 0.638 100 NA NA
Lane 2 - - 341 341 3.0 1626 0.210 33
5 0.0 1
Approach 20 391 341 752 3.0 0.638
West: Promontory Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N E S
Lane 1 150 257 25 432 3.0 630 0.686 100 NA NA
Approach 150 257 25 432 3.0 0.686
Total %HV Deg.Satn (v/c)
Intersection 2160 3.0 0.812
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Pavillion Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
East Exit: Promontory Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Pavillion Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
West Exit: Promontory Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, September 1, 2021 3:32:15 PM Project: Not Saved
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS A C A C C
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Pavillion Pkwy
3 L2 25 3.0 25 3.0 0.140 5.2 LOS A 0.5 14.0 0.48 0.40 0.48 34.7 8 T1 104 3.0 104 3.0 0.140 5.2 LOS A 0.5 14.0 0.48 0.40 0.48 34.6 18 R2 35 3.0 35 3.0 0.038 4.2 LOS A 0.1 3.5 0.45 0.33 0.45 34.4 Approach 164 3.0 164 3.0 0.140 5.0 LOS A 0.5 14.0 0.47 0.38 0.47 34.6 East: Promontory Pkwy
1 L2 307 3.0 307 3.0 0.812 21.1 LOS C 19.6 501.2 0.94 1.25 1.90 27.7 6 T1 480 3.0 480 3.0 0.812 21.1 LOS C 19.6 501.2 0.94 1.25 1.90 27.6 16 R2 25 3.0 25 3.0 0.812 21.1 LOS C 19.6 501.2 0.94 1.25 1.90 26.9 Approach 812 3.0 812 3.0 0.812 21.1 LOS C 19.6 501.2 0.94 1.25 1.90 27.6 North: Pavillion Pkwy
7 L2 20 3.0 20 3.0 0.638 18.1 LOS C 4.8 122.0 0.80 1.02 1.48 29.3 4 T1 391 3.0 391 3.0 0.638 18.1 LOS C 4.8 122.0 0.80 1.02 1.48 29.3 14 R2 341 3.0 341 3.0 0.210 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.8 Approach 752 3.0 752 3.0 0.638 9.9 LOS A 4.8 122.0 0.44 0.56 0.81 32.2 West: Promontory Pkwy
5 L2 150 3.0 150 3.0 0.686 20.7 LOS C 6.1 155.4 0.85 1.11 1.64 27.9 2 T1 257 3.0 257 3.0 0.686 20.7 LOS C 6.1 155.4 0.85 1.11 1.64 27.8 12 R2 25 3.0 25 3.0 0.686 20.7 LOS C 6.1 155.4 0.85 1.11 1.64 27.1 Approach 432 3.0 432 3.0 0.686 20.7 LOS C 6.1 155.4 0.85 1.11 1.64 27.8 All Vehicles 2160 3.0 2160 3.0 0.812 15.9 LOS C 19.6 501.2 0.71 0.92 1.36 29.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, September 1, 2021 3:32:15 PM Project: Not Saved
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Pavillion Pkwy
Lane 1
d
505 3.0 772 0.654 100 16.3 LOS C 6.0 152.9 Full 1600 0.0 0.0 Lane 2 256 3.0 772 0.331 51
5 8.6 LOS A 1.4 36.2 Short 200 0.0 NA
Approach 761 3.0 0.654 13.7 LOS B 6.0 152.9
East: Promontory Pkwy
Lane 1
d
147 3.0 627 0.235 100 8.7 LOS A 1.0 24.4 Full 1600 0.0 0.0 Approach 147 3.0 0.235 8.7 LOS A 1.0 24.4
North: Pavillion Pkwy
Lane 1
d
145 3.0 1201 0.121 100 4.0 LOS A 0.5 12.7 Full 1600 0.0 0.0 Lane 2 38 3.0 1626 0.023 19
5 0.0 LOS A 0.0 0.0 Short 200 0.0 NA
Approach 183 3.0 0.121 3.2 LOS A 0.5 12.7
West: Promontory Pkwy
Lane 1
d
618 3.0 1081 0.572 100 10.5 LOS B 4.1 104.6 Full 1600 0.0 0.0 Approach 618 3.0 0.572 10.5 LOS B 4.1 104.6
Intersection 1709 3.0 0.654 11.0 LOS B 6.0 152.9
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Pavillion Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N E
Lane 1 25 480 - 505 3.0 772 0.654 100 NA NA
Lane 2 - - 256 256 3.0 772 0.331 51
5 0.0 1
Approach 25 480 256 761 3.0 0.654
East: Promontory Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
Deg.
Satn
Lane
Util.
Prob.
SL Ov.
Ov.
LaneFrom E
To Exit: S W N veh/h v/c % % No.
Lane 1 59 63 25 147 3.0 627 0.235 100 NA NA
Approach 59 63 25 147 3.0 0.235
North: Pavillion Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S W
Lane 1 25 120 - 145 3.0 1201 0.121 100 NA NA
Lane 2 - - 38 38 3.0 1626 0.023 19
5 0.0 1
Approach 25 120 38 183 3.0 0.121
West: Promontory Pkwy
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N E S
Lane 1 218 375 25 618 3.0 1081 0.572 100 NA NA
Approach 218 375 25 618 3.0 0.572
Total %HV Deg.Satn (v/c)
Intersection 1709 3.0 0.654
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Pavillion Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
East Exit: Promontory Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Pavillion Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
West Exit: Promontory Pkwy
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, September 1, 2021 3:29:45 PM Project: Not Saved
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS B A A B B
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Int 12 Promontory Pkwy and Pavillion Pkwy
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Pavillion Pkwy
3 L2 25 3.0 25 3.0 0.654 16.3 LOS C 6.0 152.9 0.80 1.03 1.46 30.0 8 T1 480 3.0 480 3.0 0.654 16.3 LOS C 6.0 152.9 0.80 1.03 1.46 29.9 18 R2 256 3.0 256 3.0 0.331 8.6 LOS A 1.4 36.2 0.63 0.63 0.63 32.2 Approach 761 3.0 761 3.0 0.654 13.7 LOS B 6.0 152.9 0.74 0.89 1.18 30.7 East: Promontory Pkwy
1 L2 59 3.0 59 3.0 0.235 8.7 LOS A 1.0 24.4 0.65 0.65 0.65 32.4 6 T1 63 3.0 63 3.0 0.235 8.7 LOS A 1.0 24.4 0.65 0.65 0.65 32.4 16 R2 25 3.0 25 3.0 0.235 8.7 LOS A 1.0 24.4 0.65 0.65 0.65 31.5 Approach 147 3.0 147 3.0 0.235 8.7 LOS A 1.0 24.4 0.65 0.65 0.65 32.2 North: Pavillion Pkwy
7 L2 25 3.0 25 3.0 0.121 4.0 LOS A 0.5 12.7 0.28 0.16 0.28 35.4 4 T1 120 3.0 120 3.0 0.121 4.0 LOS A 0.5 12.7 0.28 0.16 0.28 35.3 14 R2 38 3.0 38 3.0 0.023 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.8 Approach 183 3.0 183 3.0 0.121 3.2 LOS A 0.5 12.7 0.22 0.12 0.22 35.6 West: Promontory Pkwy
5 L2 218 3.0 218 3.0 0.572 10.5 LOS B 4.1 104.6 0.60 0.44 0.60 31.7 2 T1 375 3.0 375 3.0 0.572 10.5 LOS B 4.1 104.6 0.60 0.44 0.60 31.7 12 R2 25 3.0 25 3.0 0.572 10.5 LOS B 4.1 104.6 0.60 0.44 0.60 30.8 Approach 618 3.0 618 3.0 0.572 10.5 LOS B 4.1 104.6 0.60 0.44 0.60 31.6 All Vehicles 1709 3.0 1709 3.0 0.654 11.0 LOS B 6.0 152.9 0.62 0.63 0.82 31.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, September 1, 2021 3:29:45 PM Project: Not Saved
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Lammers Rd
Lane 1 482 3.0 1311 0.367 100 6.2 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2
d
506 3.0 1379 0.367 100 6.0 LOS A 0.0 0.0 Full 1600 0.0 0.0 Approach 988 3.0 0.367 6.1 LOS A 0.0 0.0
East: I-580 WB Off Ramp
Lane 1 170 3.0 514 0.332 100 12.1 LOS B 1.3 34.1 Full 1600 0.0 0.0 Lane 2
d
193 3.0 580 0.332 100 10.9 LOS B 1.3 34.0 Full 1600 0.0 0.0 Approach 363 3.0 0.332 11.5 LOS B 1.3 34.1
North: Lammers Rd
Lane 1
d
801 3.0 909 0.881 100 29.4 LOS D 20.1 515.1 Full 1600 0.0 0.0 Lane 2 545 3.0 1626 0.335 38
6 13.0 LOS B 0.0 0.0 Short 200 0.0 NA
Approach 1346 3.0 0.881 22.8 LOS C 20.1 515.1
Intersection 2697 3.0 0.881 15.1 LOS C 20.1 515.1
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Lammers Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N
Lane 1 450 32 482 3.0 1311 0.367 100 N A NA
Lane 2 - 506 506 3.0 1379 0.367 100 N A NA
Approach 450 538 988 3.0 0.367
East: I-580 WB Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From E
To Exit: S N
Lane 1 26 144 170 3.0 514 0.332 100 N A NA
Lane 2 - 193 193 3.0 580 0.332 100 N A NA
Approach 26 337 363 3.0 0.332
North: Lammers Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: S W
Lane 1 77 724 801 3.0 909 0.881 100 N A NA
Lane 2 - 545 545 3.0 1626 0.335 38
6 0.0 1
Approach 77 1269 1346 3.0 0.881
Total %HV Deg.Satn (v/c)
Intersection 2697 3.0 0.881
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 6 Lane under-utilisation due to downstream effects
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Lammers Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: I-580 WB On Ramp
Merge Type: Priority
Exit Short Lane 2 200 0.0 1174 1209 3.00 2.00 545 902 0.604 4.0 12.9 Merge Lane 1 - 100.0 Merge Lane is not Opposed 1174 1800 0.652 0.0 0.0 SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:43:25 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 45 - Lammers & I-580 WB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North
LOS A B C C
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Lammers Rd
3 L2 450 3.0 450 3.0 0.367 6.2 LOS A 0.0 0.0 0.00 0.00 0.00 35.3 8 T1 538 3.0 538 3.0 0.367 6.0 LOS A 0.0 0.0 0.00 0.00 0.00 38.0 Approach 988 3.0 988 3.0 0.367 6.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.7 East: I-580 WB Off Ramp
1 L2 26 3.0 26 3.0 0.332 12.1 LOS B 1.3 34.1 0.70 0.74 0.84 31.4 16 R2 337 3.0 337 3.0 0.332 11.4 LOS B 1.3 34.1 0.68 0.73 0.83 30.8 Approach 363 3.0 363 3.0 0.332 11.5 LOS B 1.3 34.1 0.68 0.73 0.83 30.9 North: Lammers Rd
4 T1 77 3.0 77 3.0 0.844 29.4 LOS D 20.1 515.1 0.99 1.66 2.74 25.4 14 R2 1269 3.0 1269 3.0 0.844 22.3 LOS C 20.1 515.1 0.57 0.95 1.56 28.8 Approach 1346 3.0 1346 3.0 0.844 22.8 LOS C 20.1 515.1 0.59 0.99 1.63 28.6 All Vehicles 2697 3.0 2697 3.0 0.844 15.1 LOS C 20.1 515.1 0.39 0.59 0.92 31.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:43:25 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 45 - Lammers & I-580 WB Ramps.sip9
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Lammers Rd
Lane 1 769 3.0 1311 0.587 100 9.5 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2
d
809 3.0 1379 0.587 100 9.2 LOS A 0.0 0.0 Full 1600 0.0 0.0 Approach 1578 3.0 0.587 9.3 LOS A 0.0 0.0
East: I-580 WB Off Ramp
Lane 1 42 3.0 294 0.144 100 15.0 LOS C 0.4 11.4 Full 1600 0.0 0.0 Lane 2
d
50 3.0 346 0.144 100 12.9 LOS B 0.4 11.4 Full 1600 0.0 0.0 Approach 92 3.0 0.144 13.8 LOS B 0.4 11.4
North: Lammers Rd
Lane 1
d
788 3.0 1170 0.673 100 12.5 LOS B 7.4 189.8 Full 1600 0.0 0.0 Lane 2 416 3.0 1626 0.256 38
6 5.3 LOS A 0.0 0.0 Short 200 0.0 NA
Approach 1204 3.0 0.673 10.0 LOS B 7.4 189.8
Intersection 2874 3.0 0.673 9.8 LOS A 7.4 189.8
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Lammers Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N
Lane 1 162 607 769 3.0 1311 0.587 100 N A NA
Lane 2 - 809 809 3.0 1379 0.587 100 N A NA
Approach 162 1416 1578 3.0 0.587
East: I-580 WB Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From E
To Exit: S N
Lane 1 25 17 42 3.0 294 0.144 100 N A NA
Lane 2 - 50 50 3.0 346 0.144 100 N A NA
Approach 25 67 92 3.0 0.144
North: Lammers Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: S W
Lane 1 502 286 788 3.0 1170 0.673 100 N A NA
Lane 2 - 416 416 3.0 1626 0.256 38
6 0.0 1
Approach 502 702 1204 3.0 0.673
Total %HV Deg.Satn (v/c)
Intersection 2874 3.0 0.673
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 6 Lane under-utilisation due to downstream effects
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Lammers Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: I-580 WB On Ramp
Merge Type: Priority
Exit Short Lane 2 200 0.0 448 461 3.00 2.00 416 1389 0.300 2.6 5.2 Merge Lane 1 - 100.0 Merge Lane is not Opposed 448 1800 0.249 0.0 0.0 SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:42:02 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 45 - Lammers & I-580 WB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North
LOS A B B A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 45 Lammers Rd & I-580 WB Ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Lammers Rd
3 L2 162 3.0 162 3.0 0.587 9.5 LOS A 0.0 0.0 0.00 0.00 0.00 37.6 8 T1 1416 3.0 1416 3.0 0.587 9.3 LOS A 0.0 0.0 0.00 0.00 0.00 37.9 Approach 1578 3.0 1578 3.0 0.587 9.3 LOS A 0.0 0.0 0.00 0.00 0.00 37.9 East: I-580 WB Off Ramp
1 L2 25 3.0 25 3.0 0.144 15.0 LOS C 0.4 11.4 0.80 0.80 0.80 29.3 16 R2 67 3.0 67 3.0 0.144 13.4 LOS B 0.4 11.4 0.78 0.78 0.78 29.8 Approach 92 3.0 92 3.0 0.144 13.8 LOS B 0.4 11.4 0.79 0.79 0.79 29.7 North: Lammers Rd
4 T1 502 3.0 502 3.0 0.673 12.5 LOS B 7.4 189.8 0.60 0.51 0.74 31.5 14 R2 702 3.0 702 3.0 0.673 8.2 LOS A 7.4 189.8 0.25 0.21 0.30 33.9 Approach 1204 3.0 1204 3.0 0.673 10.0 LOS B 7.4 189.8 0.40 0.33 0.48 32.9 All Vehicles 2874 3.0 2874 3.0 0.673 9.8 LOS A 7.4 189.8 0.19 0.16 0.23 35.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:42:02 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 45 - Lammers & I-580 WB Ramps.sip9
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Lammers Rd
Lane 1 259 3.0 882 0.294 100 7.2 LOS A 1.3 32.6 Full 1600 0.0 0.0 Lane 2
d
259 3.0 882 0.294 100 7.2 LOS A 1.3 32.6 Full 1600 0.0 0.0 Approach 518 3.0 0.294 7.2 LOS A 1.3 32.6
North: Lammers Rd
Lane 1 66 3.0 1379 0.048 100 3.0 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2
d
66 3.0 1379 0.048 100 3.0 LOS A 0.0 0.0 Full 1600 0.0 0.0 Approach 132 3.0 0.048 3.0 LOS A 0.0 0.0
West: I-580 Off Ramp
Lane 1 218 3.0 1157 0.188 100 4.8 LOS A 0.8 20.4 Full 1600 0.0 0.0 Lane 2
d
231 3.0 1229 0.188 100 4.5 LOS A 0.8 19.9 Full 1600 0.0 0.0 Lane 3 234 3.0 1626 0.144 76
5 0.0 LOS A 0.0 0.0 Short 500 0.0 NA
Approach 683 3.0 0.188 3.1 LOS A 0.8 20.4
Intersection 1333 3.0 0.294 4.7 LOS A 1.3 32.6
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Lammers Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: N E
Lane 1 259 - 259 3.0 882 0.294 100 N A NA
Lane 2 232 27 259 3.0 882 0.294 100 N A NA
Approach 491 27 518 3.0 0.294
North: Lammers Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S
Lane 1 27 39 66 3.0 1379 0.048 100 N A NA
Lane 2 - 66 66 3.0 1379 0.048 100 N A NA
Approach 27 104 132 3.0 0.048
West: I-580 Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 218 - 218 3.0 1157 0.188 100 N A NA
Lane 2 231 - 231 3.0 1229 0.188 100 N A NA
Lane 3 - 234 234 3.0 1626 0.144 76
5 0.0 2
Approach 449 234 683 3.0 0.188
Total %HV Deg.Satn (v/c)
Intersection 1333 3.0 0.294
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Lammers Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: I-580 On Ramp
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
North Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:59:18 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 46 - Lammers & I-580 EB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Lammers Rd
8 T1 452 3.0 491 3.0 0.294 7.2 LOS A 1.3 32.6 0.56 0.52 0.56 34.1 18 R2 25 3.0 27 3.0 0.294 7.2 LOS A 1.3 32.6 0.56 0.52 0.56 33.0 Approach 477 3.0 518 3.0 0.294 7.2 LOS A 1.3 32.6 0.56 0.52 0.56 34.0 North: Lammers Rd
7 L2 25 3.0 27 3.0 0.048 3.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.9 4 T1 96 3.0 104 3.0 0.048 3.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.7 Approach 121 3.0 132 3.0 0.048 3.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.5 West: I-580 Off Ramp
5 L2 413 3.0 449 3.0 0.188 4.7 LOS A 0.8 20.4 0.27 0.15 0.27 32.8 12 R2 215 3.0 234 3.0 0.144 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 628 3.0 683 3.0 0.188 3.1 LOS A 0.8 20.4 0.18 0.10 0.18 34.1 All Vehicles 1226 3.0 1333 3.0 0.294 4.7 LOS A 1.3 32.6 0.31 0.25 0.31 34.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:59:18 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 46 - Lammers & I-580 EB Ramps.sip9
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Lammers Rd
Lane 1 121 3.0 261 0.465 100 27.6 LOS D 1.8 44.9 Full 1600 0.0 0.0 Lane 2
d
144 3.0 310 0.465 100 23.6 LOS C 1.8 45.9 Full 1600 0.0 0.0 Approach 265 3.0 0.465 25.4 LOS D 1.8 45.9
North: Lammers Rd
Lane 1
d
307 3.0 1379 0.223 100 4.5 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2 200 3.0 1311 0.153 69
5 4.0 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 507 3.0 0.223 4.3 LOS A 0.0 0.0
West: I-580 Off Ramp
Lane 1 669 3.0 811 0.825 100 25.7 LOS D 13.8 353.2 Full 1600 0.0 0.0 Lane 2
d
729 3.0 884 0.825 100 24.1 LOS C 14.4 368.5 Full 1600 0.0 0.0 Lane 3 440 3.0 1626 0.271 33
5 0.1 LOS A 0.0 0.0 Short 500 0.0 NA
Approach 1838 3.0 0.825 19.0 LOS C 14.4 368.5
Intersection 2610 3.0 0.825 16.7 LOS C 14.4 368.5
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Lammers Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: N E
Lane 1 121 - 121 3.0 261 0.465 100 N A NA
Lane 2 114 30 144 3.0 310 0.465 100 N A NA
Approach 235 30 265 3.0 0.465
North: Lammers Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S
Lane 1 307 - 307 3.0 1379 0.223 100 N A NA
Lane 2 - 200 200 3.0 1311 0.153 69
5 NA NA
Approach 307 200 507 3.0 0.223
West: I-580 Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 669 - 669 3.0 811 0.825 100 N A NA
Lane 2 729 - 729 3.0 884 0.825 100 N A NA
Lane 3 - 440 440 3.0 1626 0.271 33
5 0.0 2
Approach 1398 440 1838 3.0 0.825
Total %HV Deg.Satn (v/c)
Intersection 2610 3.0 0.825
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Lammers Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: I-580 On Ramp
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
North Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:58:33 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 46 - Lammers & I-580 EB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS D A C C
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 46 Lammers Rd & i-580 EB Ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Lammers Rd
8 T1 235 3.0 235 3.0 0.465 25.7 LOS D 1.8 45.9 0.87 0.98 1.30 26.7 18 R2 30 3.0 30 3.0 0.465 23.6 LOS C 1.8 45.9 0.86 0.97 1.29 26.7 Approach 265 3.0 265 3.0 0.465 25.4 LOS D 1.8 45.9 0.87 0.98 1.30 26.7 North: Lammers Rd
7 L2 307 3.0 307 3.0 0.223 4.5 LOS A 0.0 0.0 0.00 0.00 0.00 35.1 4 T1 200 3.0 200 3.0 0.153 4.0 LOS A 0.0 0.0 0.00 0.00 0.00 38.2 Approach 507 3.0 507 3.0 0.223 4.3 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 West: I-580 Off Ramp
5 L2 1398 3.0 1398 3.0 0.825 24.9 LOS C 14.4 368.5 0.92 1.42 2.26 25.6 12 R2 440 3.0 440 3.0 0.271 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.0 Approach 1838 3.0 1838 3.0 0.825 19.0 LOS C 14.4 368.5 0.70 1.08 1.72 27.5 All Vehicles 2610 3.0 2610 3.0 0.825 16.7 LOS C 14.4 368.5 0.58 0.86 1.34 28.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 7:58:33 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 46 - Lammers & I-580 EB Ramps.sip9
LANE LEVEL
OF SER
VICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
Approaches
Intersection
South
East
North
LOS
A
A
C
B
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).
Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).
Delay Model: HCM Delay Formula (Geometric Delay is not included).
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:46
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
LANE LEVEL
OF SER
VICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
Approaches
Intersection
South
East
North
LOS
A
B
A
A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).
Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).
Delay Model: HCM Delay Formula (Geometric Delay is not included).
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:47
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
LANE SUMMAR
Y
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.
Deg.
Satn
Lane
Util.
A
ver
.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Corral Hollow Rd
Lane 1
230
3.0 131
1 0.176
100
4.2 LOS
A
0.0 0.0
Full
1600
0.0 0.0
Lane 2
d
242
3.0 1379
0.176
100
4.0 LOS
A
0.0 0.0
Full
1600
0.0 0.0
Approach
473
3.0 0.176
4.1 LOS
A
0.0 0.0
East: I
-580 WB Of
f Ramp
Lane 1
d
289
3.0 91
1 0.317
100
7.4 LOS
A
1.3 34.2
Full
1600
0.0 0.0
Lane 2
57 3.0
966
0.059
100
4.3 LOS
A
0.2 5.3
Full
1600
0.0 0.0
Approach
346
3.0 0.317
6.9 LOS
A
1.3 34.2
North: Corral Hollow Rd
Lane 1
723
3.0 936
0.773
100
19.4 LOS C
13.6 348.7
Full
1600
0.0 0.0
Lane 2
d
780
3.0 1010
0.773
100
18.4 LOS C
14.0 358.6
Full
1600
0.0 0.0
Lane 3
132
3.0 1301
0.101
100
3.6 LOS
A
0.4 9.9
Full
1600
0.0 0.0
Approach
1635
3.0 0.773
17.6 LOS C
14.0 358.6
Intersectio
n
2453
3.0 0.773
13.5 LOS B
14.0 358.6
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).
Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap
-Acceptance Capacity:
T
raditional M1.
HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov
.
L2
T1
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From S
T
o Exit:
W
N
Lane 1
66 164
230
3.0 131
1 0.176
100
NA
NA
Lane 2
-
242
242
3.0 1379
0.176
100
NA
NA
Approach
66 407
473
3.0 0.176
East: I
-580 WB Of
f Ramp
Mov
.
L2
R2
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From E
T
o Exit:
S
N
Lane 1
289
-
289
3.0 91
1 0.317
100
NA
NA
Lane 2
-
57 57
3.0 966
0.059
100
NA
NA
Approach
289
57 346
3.0 0.317
North: Corral Hollow Rd
Mov
.
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From N
T
o Exit:
S
W
Lane 1
723
-
723
3.0 936
0.773
100
NA
NA
Lane 2
780
-
780
3.0 1010
0.773
100
NA
NA
Lane 3
-
132
132
3.0 1301
0.101
100
NA
NA
Approach
1503
132
1635
3.0 0.773
T
otal
%HV
Deg.Satn (v/c)
Intersection
2453
3.0 0.773
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.
Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-up
Headway
Lane
Flow
Rate
Capacity
Deg.
Satn
Min.
Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Corral Hollow Rd
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
North Exit: Corral Hollow Rd
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
W
est Exit: I
-580 WB On Ramp
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:46
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
LANE SUMMAR
Y
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.
Deg.
Satn
Lane
Util.
A
ver
.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Corral Hollow Rd
Lane 1
709
3.0 131
1 0.541
100
8.6 LOS
A
0.0 0.0
Full
1600
0.0 0.0
Lane 2
d
746
3.0 1379
0.541
100
8.4 LOS
A
0.0 0.0
Full
1600
0.0 0.0
Approach
1455
3.0 0.541
8.5 LOS
A
0.0 0.0
East: I
-580 WB Of
f Ramp
Lane 1
d
30 3.0
386
0.079
100
10.5 LOS B
0.2 6.2
Full
1600
0.0 0.0
Lane 2
35 3.0
425
0.082
100
9.6 LOS
A
0.3 6.6
Full
1600
0.0 0.0
Approach
65 3.0
0.082
10.1 LOS B
0.3 6.6
North: Corral Hollow Rd
Lane 1
74 3.0
1 146
0.064
100
3.7 LOS
A
0.2 6.2
Full
1600
0.0 0.0
Lane 2
d
78 3.0
1218
0.064
100
3.5 LOS
A
0.2 6.0
Full
1600
0.0 0.0
Lane 3
233
3.0 1251
0.186
100
4.5 LOS
A
0.8 19.7
Full
1600
0.0 0.0
Approach
385
3.0 0.186
4.1 LOS
A
0.8 19.7
Intersectio
n
1905
3.0 0.541
7.7 LOS
A
0.8 19.7
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).
Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap
-Acceptance Capacity:
T
raditional M1.
HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov
.
L2
T1
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From S
T
o Exit:
W
N
Lane 1
1 1
1 598
709
3.0 131
1 0.541
100
NA
NA
Lane 2
-
746
746
3.0 1379
0.541
100
NA
NA
Approach
1 1
1 1345
1455
3.0 0.541
East: I
-580 WB Of
f Ramp
Mov
.
L2
R2
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From E
T
o Exit:
S
N
Lane 1
30 -
30 3.0
386
0.079
100
NA
NA
Lane 2
-
35 35
3.0 425
0.082
100
NA
NA
Approach
30 35
65 3.0
0.082
North: Corral Hollow Rd
Mov
.
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL
Ov
.
%
Ov
.
Lane
No.
From N
T
o Exit:
S
W
Lane 1
74 -
74 3.0
1 146
0.064
100
NA
NA
Lane 2
78 -
78 3.0
1218
0.064
100
NA
NA
Lane 3
-
233
233
3.0 1251
0.186
100
NA
NA
Approach
152
233
385
3.0 0.186
T
otal
%HV
Deg.Satn (v/c)
Intersection
1905
3.0 0.541
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.
Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-up
Headway
Lane
Flow
Rate
Capacity
Deg.
Satn
Min.
Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Corral Hollow Rd
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
North Exit: Corral Hollow Rd
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
W
est Exit: I
-580 WB On Ramp
Merge
T
ype:
Not
Applied
Full Length Lane
1 Merge
Analysis not applied.
Full Length Lane
2 Merge
Analysis not applied.
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:47
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
MOVEMENT SUMMAR
Y
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
V
ehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.
Satn
A
ver
.
Delay
Level of
Service
Prop.
Que
Ef
fective
Stop
Rate
A
ver
.
No.
Cycles
A
ver
.
Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.
Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Corral Hollow Rd
3 L2
61 3.0
66 3.0
0.176
4.2 LOS
A
0.0 0.0
0.00 0.00
0.00 37.3
8 T1
374
3.0 407
3.0 0.176
4.1 LOS
A
0.0 0.0
0.00 0.00
0.00 37.8
Approach
435
3.0 473
3.0 0.176
4.1 LOS
A
0.0 0.0
0.00 0.00
0.00 37.7
East: I
-580 WB Of
f Ramp
1 L2
266
3.0 289
3.0 0.317
7.4 LOS
A
1.3 34.2
0.54 0.51
0.54 31.6
16 R2
52 3.0
57 3.0
0.059
4.3 LOS
A
0.2 5.3
0.42 0.32
0.42 34.6
Approach
318
3.0 346
3.0 0.317
6.9 LOS
A
1.3 34.2
0.52 0.48
0.52 32.0
North: Corral Hollow Rd
4 T1
1383
3.0 1503
3.0 0.773
18.9 LOS C
14.0 358.6
0.84 1.17
1.74 29.1
14 R2
121
3.0 132
3.0 0.101
3.6 LOS
A
0.4 9.9
0.16 0.07
0.16 34.8
Approach
1504
3.0 1635
3.0 0.773
17.6 LOS C
14.0 358.6
0.79 1.08
1.62 29.4
All
V
ehicles
2257
3.0 2453
3.0 0.773
13.5 LOS B
14.0 358.6
0.60 0.79
1.15 31.1
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).
Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap
-Acceptance Capacity:
T
raditional M1.
HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:46
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
MOVEMENT SUMMAR
Y
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 67 Corral Hollow & I
-580 WB Ramps
Site Category: (None)
Roundabout
V
ehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.
Satn
A
ver
.
Delay
Level of
Service
Prop.
Que
Ef
fective
Stop
Rate
A
ver
.
No.
Cycles
A
ver
.
Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.
Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Corral Hollow Rd
3 L2
102
3.0 1
1 1
3.0 0.541
8.6 LOS
A
0.0 0.0
0.00 0.00
0.00 37.8
8 T1
1237
3.0 1345
3.0 0.541
8.5 LOS
A
0.0 0.0
0.00 0.00
0.00 38.0
Approach
1339
3.0 1455
3.0 0.541
8.5 LOS
A
0.0 0.0
0.00 0.00
0.00 38.0
East: I
-580 WB Of
f Ramp
1 L2
28 3.0
30 3.0
0.079
10.5 LOS B
0.2 6.2
0.74 0.74
0.74 30.3
16 R2
32 3.0
35 3.0
0.082
9.6 LOS
A
0.3 6.6
0.71 0.71
0.71 31.9
Approach
60 3.0
65 3.0
0.082
10.1 LOS B
0.3 6.6
0.72 0.72
0.72 31.1
North: Corral Hollow Rd
4 T1
140
3.0 152
3.0 0.064
3.6 LOS
A
0.2 6.2
0.25 0.13
0.25 36.1
14 R2
214
3.0 233
3.0 0.186
4.5 LOS
A
0.8 19.7
0.24 0.13
0.24 34.3
Approach
354
3.0 385
3.0 0.186
4.1 LOS
A
0.8 19.7
0.24 0.13
0.24 35.0
All
V
ehicles
1753
3.0 1905
3.0 0.541
7.7 LOS
A
0.8 19.7
0.07 0.05
0.07 37.1
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).
Roundabout LOS Method: Same as Sign Control.
V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).
Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap
-Acceptance Capacity:
T
raditional M1.
HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-HORN &
ASSOCIA
TES INC
|
Licence: NETWORK / Enterprise
|
Pr
ocessed:
Thursday
, September 2, 2021 9:13:47
AM
Project:
K:\SJC_TPT
O\City of
T
racy\097008018
-
T
racy
TMP
2019\05 Design &
Analysis\Sidra\Cumul
ative\Intersection 67
-
Corral Hollow &
I
-580 WB Ramps.sip9
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Corral Hollow Rd
Lane 1 153 3.0 1074 0.143 100 4.6 LOS A 0.6 14.5 Full 1600 0.0 0.0 Lane 2
d
164 3.0 1147 0.143 100 4.4 LOS A 0.6 14.2 Full 1600 0.0 0.0 Lane 3 48 3.0 1626 0.029 100 0.0 LOS A 0.0 0.0 Short 200 0.0 NA Approach 365 3.0 0.143 3.9 LOS A 0.6 14.5
North: Corral Hollow Rd
Lane 1 205 3.0 1311 0.156 100 4.0 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2
d
216 3.0 1379 0.156 100 3.9 LOS A 0.0 0.0 Full 1600 0.0 0.0 Approach 421 3.0 0.156 4.0 LOS A 0.0 0.0
West: I-580 EB Off Ramp
Lane 1 83 3.0 880 0.094 100 5.0 LOS A 0.3 8.8 Full 1600 0.0 0.0 Lane 2
d
90 3.0 954 0.094 100 4.6 LOS A 0.3 8.7 Full 1600 0.0 0.0 Lane 3 27 3.0 985 0.028 100 3.9 LOS A 0.1 2.4 Short 200 0.0 NA Approach 200 3.0 0.094 4.7 LOS A 0.3 8.8
Intersection 986 3.0 0.156 4.1 LOS A 0.6 14.5
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: N E
Lane 1 153 - 153 3.0 1074 0.143 100 N A NA
Lane 2 164 - 164 3.0 1147 0.143 100 N A NA
Lane 3 - 48 48 3.0 1626 0.029 100 0.0 2
Approach 317 48 365 3.0 0.143
North: Corral Hollow Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S
Lane 1 37 168 205 3.0 1311 0.156 100 N A NA
Lane 2 - 216 216 3.0 1379 0.156 100 N A NA
Approach 37 384 421 3.0 0.156
West: I-580 EB Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 83 - 83 3.0 880 0.094 100 N A NA
Lane 2 90 - 90 3.0 954 0.094 100 N A NA
Lane 3 - 27 27 3.0 985 0.028 100 0.0 2
Approach 173 27 200 3.0 0.094
Total %HV Deg.Satn (v/c)
Intersection 986 3.0 0.156
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable.
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Corral Hollow Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: I-580 EB On Ramp
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Corral Hollow Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:20:43 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 68 - Corral Hollow & I-580 EB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Corral Hollow Rd
8 T1 292 3.0 317 3.0 0.143 4.5 LOS A 0.6 14.5 0.33 0.22 0.33 35.6 18 R2 44 3.0 48 3.0 0.029 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 336 3.0 365 3.0 0.143 3.9 LOS A 0.6 14.5 0.29 0.19 0.29 35.8 North: Corral Hollow Rd
7 L2 34 3.0 37 3.0 0.156 4.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.7 4 T1 353 3.0 384 3.0 0.156 3.9 LOS A 0.0 0.0 0.00 0.00 0.00 37.9 Approach 387 3.0 421 3.0 0.156 4.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.9 West: I-580 EB Off Ramp
5 L2 159 3.0 173 3.0 0.094 4.8 LOS A 0.3 8.8 0.45 0.36 0.45 32.7 12 R2 25 3.0 27 3.0 0.028 3.9 LOS A 0.1 2.4 0.40 0.27 0.40 34.6 Approach 184 3.0 200 3.0 0.094 4.7 LOS A 0.3 8.8 0.44 0.35 0.44 33.0 All Vehicles 907 3.0 986 3.0 0.156 4.1 LOS A 0.6 14.5 0.20 0.14 0.20 36.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:20:43 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 68 - Corral Hollow & I-580 EB Ramps.sip9
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Corral Hollow Rd
Lane 1 186 3.0 430 0.432 100 16.8 LOS C 1.9 47.9 Full 1600 0.0 0.0 Lane 2
d
213 3.0 492 0.432 100 14.9 LOS B 1.9 48.6 Full 1600 0.0 0.0 Lane 3 639 3.0 1626 0.393 100 0.1 LOS A 0.0 0.0 Short 200 0.0 NA Approach 1038 3.0 0.432 6.2 LOS A 1.9 48.6
North: Corral Hollow Rd
Lane 1 120 3.0 1311 0.091 100 3.5 LOS A 0.0 0.0 Full 1600 0.0 0.0 Lane 2
d
126 3.0 1379 0.091 100 3.3 LOS A 0.0 0.0 Full 1600 0.0 0.0 Approach 246 3.0 0.091 3.4 LOS A 0.0 0.0
West: I-580 EB Off Ramp
Lane 1 517 3.0 1038 0.497 100 9.3 LOS A 2.8 72.4 Full 1600 0.0 0.0 Lane 2
d
553 3.0 1112 0.497 100 8.9 LOS A 2.8 71.4 Full 1600 0.0 0.0 Lane 3 85 3.0 1221 0.069 100 3.5 LOS A 0.3 6.5 Short 200 0.0 NA Approach 1154 3.0 0.497 8.7 LOS A 2.8 72.4
Intersection 2438 3.0 0.497 7.0 LOS A 2.8 72.4
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: N E
Lane 1 186 - 186 3.0 430 0.432 100 N A NA
Lane 2 213 - 213 3.0 492 0.432 100 N A NA
Lane 3 - 639 639 3.0 1626 0.393 100 0.0 2
Approach 399 639 1038 3.0 0.432
North: Corral Hollow Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S
Lane 1 107 13 120 3.0 1311 0.091 100 N A NA
Lane 2 - 126 126 3.0 1379 0.091 100 N A NA
Approach 107 139 246 3.0 0.091
West: I-580 EB Off Ramp
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 517 - 517 3.0 1038 0.497 100 N A NA
Lane 2 553 - 553 3.0 1112 0.497 100 N A NA
Lane 3 - 85 85 3.0 1221 0.069 100 0.0 2
Approach 1070 85 1154 3.0 0.497
Total %HV Deg.Satn (v/c)
Intersection 2438 3.0 0.497
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable.
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Corral Hollow Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: I-580 EB On Ramp
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
North Exit: Corral Hollow Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:21:35 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 68 - Corral Hollow & I-580 EB Ramps.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Delay Model: HCM Delay Formula (Geometric Delay is not included).
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:21:35 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 68 - Corral Hollow & I-580 EB Ramps.sip9
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 68 Corral Hollow & I-580 EB ramps
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Corral Hollow Rd
8 T1 367 3.0 399 3.0 0.432 15.8 LOS C 1.9 48.6 0.77 0.86 1.11 30.2 18 R2 588 3.0 639 3.0 0.393 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 37.0 Approach 955 3.0 1038 3.0 0.432 6.2 LOS A 1.9 48.6 0.29 0.33 0.43 34.0 North: Corral Hollow Rd
7 L2 98 3.0 107 3.0 0.091 3.5 LOS A 0.0 0.0 0.00 0.00 0.00 35.4 4 T1 128 3.0 139 3.0 0.091 3.3 LOS A 0.0 0.0 0.00 0.00 0.00 37.9 Approach 226 3.0 246 3.0 0.091 3.4 LOS A 0.0 0.0 0.00 0.00 0.00 36.8 West: I-580 EB Off Ramp
5 L2 984 3.0 1070 3.0 0.497 9.1 LOS A 2.8 72.4 0.52 0.41 0.52 30.9 12 R2 78 3.0 85 3.0 0.069 3.5 LOS A 0.3 6.5 0.24 0.13 0.24 34.8 Approach 1062 3.0 1154 3.0 0.497 8.7 LOS A 2.8 72.4 0.50 0.39 0.50 31.1 All Vehicles 2243 3.0 2438 3.0 0.497 7.0 LOS A 2.8 72.4 0.36 0.32 0.42 32.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:21:35 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 68 - Corral Hollow & I-580 EB Ramps.sip9
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Corral Hollow Rd
Lane 1 24 3.0 935 0.025 100 4.1 LOS A 0.1 2.3 Full 1600 0.0 0.0 Lane 2
d
25 3.0 1009 0.025 100 3.8 LOS A 0.1 2.2 Full 1600 0.0 0.0 Approach 49 3.0 0.025 3.9 LOS A 0.1 2.3
North: Corral Hollow Rd
Lane 1
d
357 3.0 1351 0.264 100 4.9 LOS A 1.3 33.7 Full 1600 0.0 0.0 Lane 2 45 3.0 1351 0.033 13
5 2.9 LOS A 0.1 3.3 Full 1600 0.0 0.0
Approach 401 3.0 0.264 4.7 LOS A 1.3 33.7
West: Lammers Rd
Lane 1 189 3.0 987 0.192 100 5.5 LOS A 0.8 20.3 Full 1600 0.0 0.0 Lane 2
d
189 3.0 987 0.192 100 5.5 LOS A 0.8 20.3 Full 1600 0.0 0.0 Approach 378 3.0 0.192 5.5 LOS A 0.8 20.3
Intersection 828 3.0 0.264 5.0 LOS A 1.3 33.7
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N
Lane 1 22 2 24 3.0 935 0.025 100 N A NA
Lane 2 - 25 25 3.0 1009 0.025 100 N A NA
Approach 22 27 49 3.0 0.025
North: Corral Hollow Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: S W
Lane 1 357 - 357 3.0 1351 0.264 100 N A NA
Lane 2 - 45 45 3.0 1351 0.033 13
5 NA NA
Approach 357 45 401 3.0 0.264
West: Lammers Rd
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 189 - 189 3.0 987 0.192 100 N A NA
Lane 2 167 22 189 3.0 987 0.192 100 N A NA
Approach 357 22 378 3.0 0.192
Total %HV Deg.Satn (v/c)
Intersection 828 3.0 0.264
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Corral Hollow Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
North Exit: Corral Hollow Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:38:58 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Delay Model: HCM Delay Formula (Geometric Delay is not included).
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:38:58 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Corral Hollow Rd
3 L2 20 3.0 22 3.0 0.025 4.1 LOS A 0.1 2.3 0.40 0.27 0.40 33.3 8 T1 25 3.0 27 3.0 0.025 3.8 LOS A 0.1 2.3 0.39 0.25 0.39 35.8 Approach 45 3.0 49 3.0 0.025 3.9 LOS A 0.1 2.3 0.39 0.26 0.39 34.6 North: Corral Hollow Rd
4 T1 328 3.0 357 3.0 0.264 4.9 LOS A 1.3 33.7 0.11 0.03 0.11 35.3 14 R2 41 3.0 45 3.0 0.033 2.9 LOS A 0.1 3.3 0.09 0.02 0.09 35.1 Approach 369 3.0 401 3.0 0.264 4.7 LOS A 1.3 33.7 0.11 0.03 0.11 35.3 West: Lammers Rd
5 L2 328 3.0 357 3.0 0.192 5.5 LOS A 0.8 20.3 0.46 0.37 0.46 32.6 12 R2 20 3.0 22 3.0 0.192 5.5 LOS A 0.8 20.3 0.46 0.37 0.46 31.7 Approach 348 3.0 378 3.0 0.192 5.5 LOS A 0.8 20.3 0.46 0.37 0.46 32.5 All Vehicles 762 3.0 828 3.0 0.264 5.0 LOS A 1.3 33.7 0.29 0.20 0.29 33.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:38:58 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Corral Hollow Rd
Lane 1 24 3.0 1101 0.021 100 3.4 LOS A 0.1 2.0 Full 1600 0.0 0.0 Lane 2
d
25 3.0 1174 0.021 100 3.2 LOS A 0.1 1.9 Full 1600 0.0 0.0 Approach 49 3.0 0.021 3.3 LOS A 0.1 2.0
North: Corral Hollow Rd
Lane 1
d
236 3.0 1351 0.175 100 4.1 LOS A 0.8 20.0 Full 1600 0.0 0.0 Lane 2 120 3.0 1351 0.089 51
5 3.4 LOS A 0.4 9.2 Full 1600 0.0 0.0
Approach 355 3.0 0.175 3.9 LOS A 0.8 20.0
West: Lammers Rd
Lane 1 103 3.0 1105 0.093 100 4.1 LOS A 0.4 9.3 Full 1600 0.0 0.0 Lane 2
d
103 3.0 1105 0.093 100 4.1 LOS A 0.4 9.3 Full 1600 0.0 0.0 Approach 205 3.0 0.093 4.1 LOS A 0.4 9.3
Intersection 610 3.0 0.175 3.9 LOS A 0.8 20.0
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Corral Hollow Rd
Mov. L2 T1 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N
Lane 1 22 2 24 3.0 1101 0.021 100 N A NA
Lane 2 - 25 25 3.0 1174 0.021 100 N A NA
Approach 22 27 49 3.0 0.021
North: Corral Hollow Rd
Mov. T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: S W
Lane 1 236 - 236 3.0 1351 0.175 100 N A NA
Lane 2 - 120 120 3.0 1351 0.089 51
5 NA NA
Approach 236 120 355 3.0 0.175
West: Lammers Rd
Mov. L2 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N S
Lane 1 103 - 103 3.0 1105 0.093 100 N A NA
Lane 2 81 22 103 3.0 1105 0.093 100 N A NA
Approach 184 22 205 3.0 0.093
Total %HV Deg.Satn (v/c)
Intersection 610 3.0 0.175
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Corral Hollow Rd
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
North Exit: Corral Hollow Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: Lammers Rd
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:40:03 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Approaches IntersectionSouth North West
LOS A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Delay Model: HCM Delay Formula (Geometric Delay is not included).
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:40:03 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 69 Corral Hollow & Lammers Rd
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Corral Hollow Rd
3 L2 20 3.0 22 3.0 0.021 3.4 LOS A 0.1 2.0 0.29 0.15 0.29 33.6 8 T1 25 3.0 27 3.0 0.021 3.3 LOS A 0.1 2.0 0.27 0.14 0.27 36.0 Approach 45 3.0 49 3.0 0.021 3.3 LOS A 0.1 2.0 0.28 0.14 0.28 34.9 North: Corral Hollow Rd
4 T1 217 3.0 236 3.0 0.175 4.1 LOS A 0.8 20.0 0.10 0.03 0.10 35.8 14 R2 110 3.0 120 3.0 0.089 3.4 LOS A 0.4 9.2 0.09 0.02 0.09 34.9 Approach 327 3.0 355 3.0 0.175 3.9 LOS A 0.8 20.0 0.10 0.03 0.10 35.5 West: Lammers Rd
5 L2 169 3.0 184 3.0 0.093 4.1 LOS A 0.4 9.3 0.35 0.23 0.35 33.3 12 R2 20 3.0 22 3.0 0.093 4.1 LOS A 0.4 9.3 0.35 0.23 0.35 32.5 Approach 189 3.0 205 3.0 0.093 4.1 LOS A 0.4 9.3 0.35 0.23 0.35 33.2 All Vehicles 561 3.0 610 3.0 0.175 3.9 LOS A 0.8 20.0 0.20 0.10 0.20 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Lt d | sidrasolutions.co m Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:40:03 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 69 - Corral Hollow & Lammers.sip9
LANE SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Eleventh St
Lane 1
d
750 3.0 1066 0.704 100 14.5 LOS B 10.9 277.8 Full 1600 0.0 0.0 Lane 2 285 3.0 1066 0.268 38
6 5.9 LOS A 1.2 31.1 Full 1600 0.0 0.0
Lane 3 30 3.0 1626 0.019 3
5 4.9 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 1066 3.0 0.704 11.9 LOS B 10.9 277.8
East: Kasson Rd
Lane 1
d
290 3.0 509 0.571 100 23.4 LOS C 3.1 78.6 Full 1600 0.0 0.0 Approach 290 3.0 0.571 23.4 LOS C 3.1 78.6
North: Eleventh St
Lane 1 840 3.0 954 0.880 100 28.4 LOS D 23.0 590.0 Full 1600 0.0 0.0 Lane 2
d
840 3.0 954 0.880 100 33.0 LOS D 23.0 590.0 Full 1600 0.0 0.0 Approach 1680 3.0 0.880 30.7 LOS D 23.0 590.0
West: W. Grant Line Rd
Lane 1
d
274 3.0 503 0.544 100 19.5 LOS C 2.8 71.7 Full 1600 0.0 0.0 Approach 274 3.0 0.544 19.5 LOS C 2.8 71.7
Intersection 3311 3.0 0.880 23.1 LOS C 23.0 590.0
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Eleventh St
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N E
Lane 1 124 627 - 750 3.0 1066 0.704 100 NA NA
Lane 2 - 285 - 285 3.0 1066 0.268 38
6 NA NA
Lane 3 - - 30 30 3.0 1626 0.019 3
5 NA NA
Approach 124 912 30 1066 3.0 0.704
East: Kasson Rd
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From E
To Exit: S W N
Lane 1 67 201 22 290 3.0 509 0.571 100 NA NA
Approach 67 201 22 290 3.0 0.571
North: Eleventh St
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S W
Lane 1 27 813 - 840 3.0 954 0.880 100 NA NA
Lane 2 - 243 597 840 3.0 954 0.880 100 NA NA
Approach 27 1057 597 1680 3.0 0.880
West: W. Grant Line Rd
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N E S
Lane 1 103 143 27 274 3.0 503 0.544 100 NA NA
Approach 103 143 27 274 3.0 0.544
Total %HV Deg.Satn (v/c)
Intersection 3311 3.0 0.880
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Eleventh St
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: Kasson Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 27 28 3.00 2.00 143 1772 0.081 2.0 2.6 Merge Lane 1 - 100.0 Merge Lane is not Opposed 27 1800 0.015 0.0 0.0 East Exit: Kasson Rd
Merge Type: Priorit
y
Exit Short Lane 3 200 0.0 143 148 3.00 2.00 30 1658 0.018 2.2 2.3 Merge Lane 2 200 100.0 Merge Lane is not Opposed 143 1800 0.080 0.0 0.0 North Exit: Eleventh St
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: W. Grant Line Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 124 128 3.00 2.00 798 1676 0.476 2.1 6.5 Merge Lane 1 - 100.0 Merge Lane is not Opposed 124 1800 0.069 0.0 0.0
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS B C D C C
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
MOVEMENT SUMMARY
Site: 101 [AM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Eleventh St
3 L2 114 3.0 124 3.0 0.704 14.5 LOS B 10.9 277.8 0.74 0.85 1.23 30.5 8 T1 839 3.0 912 3.0 0.704 11.8 LOS B 10.9 277.8 0.65 0.69 0.98 31.7 18 R2 28 3.0 30 3.0 0.019 4.9 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 981 3.0 1066 3.0 0.704 11.9 LOS B 10.9 277.8 0.64 0.69 0.99 31.6 East: Kasson Rd
1 L2 62 3.0 67 3.0 0.571 18.9 LOS C 3.1 78.6 0.79 0.96 1.37 28.7 6 T1 185 3.0 201 3.0 0.571 25.4 LOS D 3.1 78.6 0.79 0.96 1.37 28.6 16 R2 20 3.0 22 3.0 0.571 18.9 LOS C 3.1 78.6 0.79 0.96 1.37 27.9 Approach 267 3.0 290 3.0 0.571 23.4 LOS C 3.1 78.6 0.79 0.96 1.37 28.6 North: Eleventh St
7 L2 25 3.0 27 3.0 0.844 28.4 LOS D 23.0 590.0 1.00 1.64 2.62 25.9 4 T1 972 3.0 1057 3.0 0.844 28.4 LOS D 23.0 590.0 1.00 1.64 2.62 25.9 14 R2 549 3.0 597 3.0 0.844 34.8 LOS D 23.0 590.0 1.00 1.64 2.62 25.1 Approach 1546 3.0 1680 3.0 0.844 30.7 LOS D 23.0 590.0 1.00 1.64 2.62 25.6 West: W. Grant Line Rd
5 L2 95 3.0 103 3.0 0.544 18.1 LOS C 2.8 71.7 0.79 0.94 1.31 28.7 2 T1 132 3.0 143 3.0 0.544 20.7 LOS C 2.8 71.7 0.79 0.94 1.31 28.6 12 R2 25 3.0 27 3.0 0.544 18.1 LOS C 2.8 71.7 0.79 0.94 1.31 27.9 Approach 252 3.0 274 3.0 0.544 19.5 LOS C 2.8 71.7 0.79 0.94 1.31 28.6 All Vehicles 3046 3.0 3311 3.0 0.844 23.1 LOS C 23.0 590.0 0.85 1.21 1.87 27.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:55:05 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 107 - Eleventh & Grant Line.sip9
LANE SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUECap.
Deg.
Satn
Lane
Util.
Aver.
Delay
Level of
Service
Lane
Config
Lane
Length
Cap.
Adj.
Prob.
Block.
[ Total HV ] [ Veh Dist ]
veh/h % veh/h v/c % sec ft ft % %
South: Eleventh St
Lane 1
d
920 3.0 852 1.080 100 76.0 LOS F 50.9 1303.4 Full 1600 0.0 0.0 Lane 2 350 3.0 852 0.411 38
6 9.2 LOS A 2.2 55.0 Full 1600 0.0 0.0
Lane 3 132 3.0 1626 0.081 7
5 5.4 LOS A 0.0 0.0 Full 1600 0.0 0.0
Approach 1401 3.0 1.080 52.7 LOS F 50.9 1303.4
East: Kasson Rd
Lane 1
d
170 3.0 365 0.465 100 23.7 LOS C 1.9 48.8 Full 1600 0.0 0.0 Approach 170 3.0 0.465 23.7 LOS C 1.9 48.8
North: Eleventh St
Lane 1 724 3.0 1103 0.657 100 12.6 LOS B 8.1 208.6 Full 1600 0.0 0.0 Lane 2
d
724 3.0 1103 0.657 100 15.5 LOS C 8.1 208.6 Full 1600 0.0 0.0 Approach 1449 3.0 0.657 14.1 LOS B 8.1 208.6
West: W. Grant Line Rd
Lane 1
d
971 3.0 560 1.734 100 356.9 LOS F 140.8 3603.6 Full 1600 0.0 40.5 Approach 971 3.0 1.734 356.9 LOS F 140.8 3603.6
Intersection 3990 3.0 1.734 111.4 LOS F 140.8 3603.6
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.
LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
d Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Eleventh St
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From S
To Exit: W N E
Lane 1 105 814 - 920 3.0 852 1.080 100 NA NA
Lane 2 - 350 - 350 3.0 852 0.411 38
6 NA NA
Lane 3 - - 132 132 3.0 1626 0.081 7
5 NA NA
Approach 105 1164 132 1401 3.0 1.080
East: Kasson Rd
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From E
To Exit: S W N
Lane 1 29 113 27 170 3.0 365 0.465 100 NA NA
Approach 29 113 27 170 3.0 0.465
North: Eleventh St
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From N
To Exit: E S W
Lane 1 27 697 - 724 3.0 1103 0.657 100 NA NA
Lane 2 - 276 449 724 3.0 1103 0.657 100 NA NA
Approach 27 973 449 1449 3.0 0.657
West: W. Grant Line Rd
Mov. L2 T1 R2 Total %HV
Cap.
veh/h
Deg.
Satn
v/c
Lane
Util.
%
Prob.
SL Ov.
%
Ov.
Lane
No.From W
To Exit: N E S
Lane 1 577 259 135 971 3.0 560 1.734 100 NA NA
Approach 577 259 135 971 3.0 1.734
Total %HV Deg.Satn (v/c)
Intersection 3990 3.0 1.734
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. 5 Lane under-utilisation found by the program
6 Lane under-utilisation due to downstream effects
Merge Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow-up
Headway
Lane
Flow
Rate
Capacity Deg.
Satn
Min.
Delay
Merge
Delay
ft % veh/h pcu/h sec sec veh/h veh/h v/c sec sec
South Exit: Eleventh St
Merge Type: Not Applie
d
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
East Exit: Kasson Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 27 28 3.00 2.00 149 1772 0.084 2.0 2.6 Merge Lane 1 - 100.0 Merge Lane is not Opposed 27 1800 0.015 0.0 0.0 East Exit: Kasson Rd
Merge Type: Priorit
y
Exit Short Lane 3 200 0.0 149 154 3.00 2.00 132 1652 0.080 2.2 2.8 Merge Lane 2 200 100.0 Merge Lane is not Opposed 149 1800 0.083 0.0 0.0 North Exit: Eleventh St
Merge Type: Not Applied
Full Length Lane 1 Merge Analysis not applied.
Full Length Lane 2 Merge Analysis not applied.
West Exit: W. Grant Line Rd
Merge Type: Priority
Exit Short Lane 2 200 0.0 98 101 3.00 2.00 562 1702 0.330 2.1 4.8 Merge Lane 1 - 100.0 Merge Lane is not Opposed 98 1800 0.054 0.0 0.0
LANE LEVEL OF SERVICE
Lane Level of Service
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Approaches IntersectionSouth East North West
LOS F C B F F
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
MOVEMENT SUMMARY
Site: 101 [PM Peak Hour (Site Folder: General)]
Intersection 107 Eleventh & Grant Line
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT
VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.
Satn
Aver.
Delay
Level of
Service
Prop.
Que
Effective
Stop
Rate
Aver.
No.
Cycles
Aver.
Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Eleventh St
3 L2 97 3.0 105 3.0 1.080 76.0 LOS F 50.9 1303.4 1.00 2.77 5.74 16.8 8 T1 1071 3.0 1164 3.0 1.080 55.9 LOS F 50.9 1303.4 0.89 2.13 4.23 19.7 18 R2 121 3.0 132 3.0 0.081 5.4 LOS A 0.0 0.0 0.00 0.00 0.00 37.1 Approach 1289 3.0 1401 3.0 1.080 52.7 LOS F 50.9 1303.4 0.81 1.98 3.95 20.3 East: Kasson Rd
1 L2 27 3.0 29 3.0 0.465 20.5 LOS C 1.9 48.8 0.84 0.95 1.26 28.2 6 T1 104 3.0 113 3.0 0.465 25.3 LOS D 1.9 48.8 0.84 0.95 1.26 28.1 16 R2 25 3.0 27 3.0 0.465 20.5 LOS C 1.9 48.8 0.84 0.95 1.26 27.4 Approach 156 3.0 170 3.0 0.465 23.7 LOS C 1.9 48.8 0.84 0.95 1.26 28.0 North: Eleventh St
7 L2 25 3.0 27 3.0 0.657 12.6 LOS B 8.1 208.6 0.67 0.66 0.94 31.6 4 T1 895 3.0 973 3.0 0.657 12.6 LOS B 8.1 208.6 0.67 0.66 0.94 31.5 14 R2 413 3.0 449 3.0 0.657 17.4 LOS C 8.1 208.6 0.67 0.66 0.94 30.6 Approach 1333 3.0 1449 3.0 0.657 14.1 LOS B 8.1 208.6 0.67 0.66 0.94 31.2 West: W. Grant Line Rd
5 L2 531 3.0 577 3.0 1.734 356.2 LOS F 140.8 3603.6 1.00 6.02 18.09 5.5 2 T1 238 3.0 259 3.0 1.734 358.8 LOS F 140.8 3603.6 1.00 6.02 18.09 5.5 12 R2 124 3.0 135 3.0 1.734 356.2 LOS F 140.8 3603.6 1.00 6.02 18.09 5.5 Approach 893 3.0 971 3.0 1.734 356.9 LOS F 140.8 3603.6 1.00 6.02 18.09 5.5 All Vehicles 3671 3.0 3990 3.0 1.734 111.4 LOS F 140.8 3603.6 0.81 2.44 6.18 13.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: Same as Sign Control.
Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.
LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).
Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).
Roundabout Capacity Model: US HCM 6.
Delay Model: HCM Delay Formula (Geometric Delay is not included).
Queue Model: HCM Queue Formula.
Gap-Acceptance Capacity: Traditional M1.
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Thursday, September 2, 2021 8:55:07 AM Project: K:\SJC_TPTO\City of Tracy\097008018 - Tracy TMP 2019\05 Design & Analysis\Sidra\Cumulative\Intersection 107 - Eleventh & Grant Line.sip9
APPENDIX H
SPECIFIC PLAN CROSS SECTIONS
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
11 FIGURE 4.15 Existing Section and Plan: Regional Arterial – Lammers Road, Designation A (Cross-section at the time of connection of Ellis D rive to Lammers Road)
ELLIS
Existing Ellis
Property Line
Lammers Road
T urn Lane
Section Cut
N
Ellis Drive
Acceleration Lane
Landscape
Setback
Landscape
Setback
See Section 4.7 Special
Landscape Features,
page 98, Section 4.7 .6
See Section 4.7 Special
Landscape Features,
page 96, Section 4.7 .3
Special
Landscape
Feature
See Section 4.7 Special
Landscape Features,
page 98, Section 4.7 .6
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
13 FIGURE 4.17 Build-out Section and Plan: Regional Arterial – Lammers Road, Designation A (Final Build-out) Future Ellis
Property Line
Lammers Road
Section Cut
N
Ellis DriveEllis Drive
ELLIS
Acceleration
Lane
Bicycle Lane
T urn Lane
Tu rn
Lane Landscape
Setback
Landscape
Setback
Bicycle Lane
Special
Landscape
Feature
See Section 4.7 Special
Landscape Features,
page 98, Section 4.7 .6
See Section 4.7 Special
Landscape Features,
page 98, Section 4.7 .6
See Section 4.7 Special
Landscape Features,
page 96, Section 4.7 .3
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
15 FIGURE 4.19 Proposed Section and Plan: Entry Street A Landscape
Setback
Lammers Road
Residential
Special
Landscape
Feature
N
Ellis DriveEllis Drive
Landscape
Setback
T urn Lane
Bicycle Lane
Acceleration Lane
Bicycle Lane
T urn Lane
Bicycle Lane
Special
Landscape
Feature
Residential
Section Cut
See Section 4.7 Special
Landscape Features,
page 96, Section 4.7 .3
See Section 4.7 Special
Landscape Features,
page 98, Section 4.7 .6
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
17 FIGURE 4.21 Interim Section and Plan: Regional Arterial – Corral Hollow Road, Designation B (Interim Condition) N
Corral Hollow Road
Middlefield Road
Residential
T urn Lane
Bicycle Lane
Section Cut
T urn LaneTu rn
Lane
Tu rn
Lane
T urn Lane
Landscape
Setback
Landscape
Setback
Bicycle LaneResidential
Edgewood
(Existing Residential
Neighborhood)
Edgewood
(Existing Residential
Neighborhood)
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .4
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .4
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .5
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
19 FIGURE 4.23 Build-out Section and Plan: Regional Arterial – Corral Hollow Road, Designation B (Final Build-out) Corral Hollow Road
N
Middlefield Road
T urn Lane
Bicycle Lane
T urn LaneTu rn
Lane
Tu rn
Lane
T urn Lane
Section Cut
Landscape
Setback
Bicycle LaneResidential
Residential
Landscape
Setback
Edgewood
(Existing Residential
Neighborhood)
Edgewood
(Existing Residential
Neighborhood)
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .5
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .5
See Section 4.7 Special
Landscape Features,
page 94, Section 4.7 .2
See Section 4.7 Special
Landscape Features,
page 94, Section 4.7 .2
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
21 FIGURE 4.25 Proposed Section and Plan: Entry Street B N
Corral Hollow Road
Residential
Middlefield Road Residential
T urn Lane
Bicycle Lane
T urn Lane
Bicycle Lane
T urn LaneT urn Lane
T urn Lane
T urn Lane
Section Cut
Landscape
Setback
Landscape
Setback
Residential Residential
Peony Drive
Edgewood
(Existing Residential
Neighborhood)
Edgewood
(Existing Residential
Neighborhood)
See Section 4.7 Special
Landscape Features,
page 94, Section 4.7 .2
See Section 4.7 Special
Landscape Features,
page 94, Section 4.7 .2
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
23 FIGURE 4.27 Proposed Section and Plan: Entry Street C (Ellis Drive) Corral Hollow Road
N
Peony Drive
Ellis Drive
Section Cut
Bicycle LaneBicycle Lane
T urn LaneAcceleration Lane
T urn Lane
T urn LaneT urn Lane
T urn Lane
Commercial
Landscape
Setback
Landscape
Setback
Commercial
Special
Landscape
Feature
Special
Landscape
Feature
Edgewood
(Existing Residential
Neighborhood)
Edgewood
(Existing Residential
Neighborhood)
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .4
See Section 4.7 Special
Landscape Features,
page 91, Section 4.7 .1
See Section 4.7 Special
Landscape Features,
page 97 , Section 4.7 .5
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
25 FIGURE 4.29 Proposed Section and Plan: Community Street A Ellis Drive
Section Cut
Residential
Residential Residential
Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
27 FIGURE 4.31 Proposed Section and Plan: Community Street B Section Cut
Ellis Drive
ResidentialResidential
ResidentialResidential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
29 FIGURE 4.33 Proposed Section and Plan: Community Street C Section Cut
Ellis Drive
ResidentialResidential
ResidentialResidential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
31 FIGURE 4.35 Proposed Section and Plan: Village Center Street A Section Cut
Village
Center
Building
Village
Center
Building
Village
Center
Building
Village
Center
Building
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
33 FIGURE 4.37 Proposed Section and Plan: Village Center Street A (Alternate) Section Cut
Village
Center
Building
Village
Center
Building
Village
Center
Building
Village
Center
Building
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
35 FIGURE 4.39 Proposed Section and Plan: Village Center Street B Section Cut
Commercial
Building
Commercial
Building
Commercial
Building
Commercial
Building
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
37 FIGURE 4.41 Proposed Section and Plan: Neighborhood Street A Section Cut
ResidentialResidential
Residential Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
39 FIGURE 4.43 Proposed Section and Plan: Neighborhood Street B Section Cut
ResidentialResidential
Residential Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
41 FIGURE 4.45 Proposed Section and Plan: Neighborhood Street C Section Cut
Residential Residential
Residential Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
43 FIGURE 4.47 Proposed Section and Plan: Neighborhood Street D Section Cut
Residential Residential
Residential Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
45 FIGURE 4.49 Proposed Section and Plan: Neighborhood Street E Section Cut
Residential
ResidentialResidential
Native Preserve
(Median)
Residential
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
47 FIGURE 4.51 Proposed Section and Plan: Neighborhood Street F Section Cut
Residential
Residential
Residential
Residential
Native Preserve
(Median)
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
49 FIGURE 4.53 Proposed Section and Plan: Neighborhood Street G Section Cut
Residential
ResidentialResidential
Residential
Native Preserve
(Median)
ellis specific plan: tracy, california
Section 4
INFRASTRUCTURE
51 FIGURE 4.55 Proposed Section and Plan: Lane A
Section Cut
GarageGarage
Garage
Garage
Garage
Garage
TRACY HILLS
Specific Plan
Four Lane Parkway
Figure 4-2
TRACY HILLS
Specific Plan
G:\Job2012\121083\Exhibit\Specific Plan\Fig.3-3 Two Lane Collector.dwg, 10/1/2015 12:32:49 PM Two Lane Collector
Figure 4-3
TRACY HILLS
Specific Plan
Two Lane Major Collector
Figure 4-4
TRACY HILLS
Specific Plan
Spine Road / Lammers Extension
Figure 4-5
TRACY HILLS
Specific Plan
G:\Job2012\121083\Exhibit\Specific Plan\Fig.3-6 Four Lane Major Arterial.dwg, 10/1/2015 12:31:45 PM Four Lane Major Arterial with Median
Figure 4-6
TRACY HILLS
Specific Plan
G:\Job2012\121083\Exhibit\Specific Plan\Fig.3-7 Two Lane Park Both Sides.dwg, 10/1/2015 12:31:22 PM Residential Streets
Figure 4-7
APPENDIX I
HISTORICAL PIPELINE ROW LOCATIONS
Promontory Pkwy
Capital Parks Dr Commerce Way
Von Sosten Rd
Old Schulte Rd
Patterson
Pass Rd
Schulte Rd
Grant Line Rd
Grant Line Rd
Pescadero Ave
Arbor Ave Golden Valley Pkwy
11th St
Byron Rd
Middle Rd
Larch Rd
Bethany Rd
Kasson Rd
Durham Ferry Rd
Linne Rd
Valpico Rd
Tracy Hills Dr
Crossroads Dr
Western Paci/f_ic Wy
Ellis Dr
11th St
Byron Rd
Mountain House Pkwy
Reeve Rd
Hansen Rd
Lammers RdLammers Rd
Corral Hollow RdCorral Hollow Rd
Pavillion Pkwy
Tracy Blvd
Paradise Ave
Tracy Blvd
Central Ave Holly Dr
MacArthur Dr
Chrisman Rd
Banta Rd
Bird Rd
Ahern Rd
Sycamore Pk w
y
Pavillion P kwy
190
280
540
450
1,660
1,210
1,160
1,070
5,380
4,700
5,440
850
960
1,610
1,600
760
610
850530
1,580
1,460
2,260
1,290
1,210
880
220
180
350
330
540
380
560
410
620
590
660
750
550
220
570
250
840
440570
40 1,060
890
340
650
1,590
620
590
360
450
370
300
390
370
280
230
100
590
600
530
620
650
540
1,770
1,240
1,850
1,330
1,600
1,370
1,100
790
990
900
840
600
1,370
1,180
2,310
1,760
650
570
520
560
2,840
3,280
2,760
2,580
990
760
4,690
3,860
1,090
1,780
520
480
200
270
940
620
1,000
550
350
300
300
210
370
1,150
950
610
820
530390
400
110
100
1,760
1,450
190
180
400
140
590
440
1,150
1,430
520
360
300
130
1,100
610
370
310
370
310
320
220
980
700
150
80 80
140
950
800
420
120
80 50
750
760
72072060
60 33
CALIFORNIA
120
CALIFORNIA
5 5
580
580
205
205
J4
J4
Not to Scale
NOTES: This graphic shows the arterial/expressway system. Key new collectors are also shown.
This graphic does not show additional project level network connections that will be required as part of development approvals. * Pavillion Parkway Interchange will not be constructed but is included in the analysis.
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/gid00036/gid00072/gid00083/gid00088/gid00001/gid00078/gid00069/gid00001/gid00053/gid00081/gid00064/gid00066/gid00088/gid00001/gid00053/gid00081/gid00064/gid00077/gid00082/gid00079/gid00078/gid00081/gid00083/gid00064/gid00083/gid00072/gid00078/gid00077/gid00001/gid00046/gid00064/gid00082/gid00083/gid00068/gid00081/gid00001/gid00049/gid00075/gid00064/gid00077 /gid00034/gid00079/gid00079/gid00068/gid00077/gid00067/gid00072/gid00087/gid00001/gid00040/gid00027/gid00001/gid00041/gid00072/gid00082/gid00083/gid00078/gid00081/gid00072/gid00066/gid00064/gid00075/gid00001/gid00049/gid00072/gid00079/gid00068/gid00075/gid00072/gid00077/gid00068/gid00001/gid00051/gid00072/gid00070/gid00071/gid00083/gid00082/gid00014/gid00078/gid00069/gid00014/gid00056/gid00064/gid00088 Source: ESRI, Kimley-Horn
/gid00047/gid00078 /gid00081/gid00083/gid00071
Historical Old Valley Pipeline (OVP)
Historical Tidewater Associated Oil Company (TAOC) Pipeline
APPENDIX J
ROUNDABOUT CONCEPTUAL SKETCHES
Federal Highway Administration14
1.6.2 Mini-roundabouts
Mini-roundabouts are small roundabouts used in low-speed urban environments, with average operating speeds of 60km/h (35mph) or less. Exhibit 1-8 provides an example of a typical mini-roundabout. They can be useful in low-speed urban envi- ronments in cases where conventional roundabout design is precluded by right-of- way constraints. In retrofit applications, mini-roundabouts are relatively inexpen- sive because they typically require minimal additional pavement at the intersecting roads-for example, minor widening at the corner curbs. They are mostly recom- mended when there is insufficient right-of-way for an urban compact roundabout.
Because they are small, mini-roundabouts are perceived as pedestrian-friendly with short crossing distances and very low vehicle speeds on approaches and exits. The mini-roundabout is designed to accommodate passenger cars without requiring them to drive over the central island. To maintain its perceived compactness and low speed characteristics, the yield lines are positioned just outside of the swept path of the largest expected vehicle. However, the central island is mountable, and larger vehicles may cross over the central island, but not to the left of it. Speed control around the mountable central island should be provided in the design by requiring horizontal deflection. Capacity for this type of roundabout is expected to be similar to that of the compact urban roundabout. The recommended design of these roundabouts is based on the German method, with some influence from the United Kingdom.
Exhibit 1-8. Typical
mini-roundabout.
Mini-roundabouts can be useful
in low-speed urban
environments with right-of-way
constraints.
15Roundabouts: An Informational Guide 1: Introduction
1.6.3 Urban compact roundabouts
Like mini-roundabouts, urban compact roundabouts are intended to be pedestrian- and bicyclist-friendly because their perpendicular approach legs require very low vehicle speeds to make a distinct right turn into and out of the circulatory roadway.
All legs have single-lane entries. However, the urban compact treatment meets all the design requirements of effective roundabouts. The principal objective of this design is to enable pedestrians to have safe and effective use of the intersection.
Capacity should not be a critical issue for this type of roundabout to be considered.
The geometric design includes raised splitter islands that incorporate at-grade pe- destrian storage areas, and a nonmountable central island. There is usually an apron surrounding the nonmountable part of the compact central island to accommodate large vehicles. The recommended design of these roundabouts is similar to those in Germany and other northern European countries. Exhibit 1-9 provides an ex- ample of a typical urban compact roundabout.
Exhibit 1-9. Typical urban
compact roundabout.
Urban compact roundabouts are
intended to be pedestrian-friendly;
capacity should not be a critical issue
when considering this type.
Federal Highway Administration16
1.6.4 Urban single-lane roundabouts
This type of roundabout is characterized as having a single lane entry at all legs and one circulatory lane. Exhibit 1-10 provides an example of a typical urban single-lane roundabout. They are distinguished from urban compact roundabouts by their larger inscribed circle diameters and more tangential entries and exits, resulting in higher capacities. Their design allows slightly higher speeds at the entry, on the circula- tory roadway, and at the exit. Notwithstanding the larger inscribed circle diameters than compact roundabouts, the speed ranges recommended in this guide are some- what lower than those used in other countries, in order to enhance safety for bi- cycles and pedestrians. The roundabout design is focused on achieving consistent entering and circulating vehicle speeds. The geometric design includes raised split- ter islands, a nonmountable central island, and preferably, no apron. The design of these roundabouts is similar to those in Australia, France, and the United Kingdom.
Exhibit 1-10. Typical urban
single-lane roundabout.
Urban single-lane roundabouts have
slightly higher speeds and capacities
than urban compact roundabouts.
The design focuses on consistent
entering and exiting speeds.
17Roundabouts: An Informational Guide 1: Introduction
1.6.5 Urban double-lane roundabouts
Urban double-lane roundabouts include all roundabouts in urban areas that have at least one entry with two lanes. They include roundabouts with entries on one or more approaches that flare from one to two lanes. These require wider circulatory roadways to accommodate more than one vehicle traveling side by side. Exhibit 1- 11 provides an example of a typical urban multilane roundabout. The speeds at the entry, on the circulatory roadway, and at the exit are similar to those for the urban single-lane roundabouts. Again, it is important that the vehicular speeds be consis- tent throughout the roundabout. The geometric design will include raised splitter islands, no truck apron, a nonmountable central island, and appropriate horizontal deflection.
Alternate routes may be provided for bicyclists who choose to bypass the round- about. Bicycle and pedestrian pathways must be clearly delineated with sidewalk construction and landscaping to direct users to the appropriate crossing locations and alignment. Urban double-lane roundabouts located in areas with high pedes- trian or bicycle volumes may have special design recommendations such as those provided in Chapters 6 and 7 . The design of these roundabouts is based on the methods used in the United Kingdom, with influences from Australia and France.
Exhibit 1-11. Typical urban
double-lane roundabout.
The urban double-lane roundabout
category includes roundabouts with
one or more entries that flare from
one to two lanes.
See Chapters 6 and 7 for special
design considerations for
pedestrians and bicycles.
Federal Highway Administration18
1.6.6 Rural single-lane roundabouts
Rural single-lane roundabouts generally have high average approach speeds in the range of 80 to 100 km/h (50 to 60 mph). They require supplementary geometric and traffic control device treatments on approaches to encourage drivers to slow to an appropriate speed before entering the roundabout. Rural roundabouts may have larger diameters than urban roundabouts to allow slightly higher speeds at the entries, on the circulatory roadway, and at the exits. This is possible if few pedestri- ans are expected at these intersections, currently and in future. There is preferably no apron because their larger diameters should accommodate larger vehicles.
Supplemental geometric design elements include extended and raised splitter is- lands, a nonmountable central island, and adequate horizontal deflection. The de- sign of these roundabouts is based primarily on the methods used by Australia, France, and the United Kingdom. Exhibit 1-12 provides an example of a typical rural single-lane roundabout.
Rural roundabouts that may one day become part of an urbanized area should be designed as urban roundabouts, with slower speeds and pedestrian treatments.
However, in the interim, they should be designed with supplementary approach and entry features to achieve safe speed reduction.
Exhibit 1-12. Typical rural
single-lane roundabout.
Because of their higher
approach speeds, rural
single-lane roundabouts
require supplementary geometric
and traffic control device
treatments on the approaches.
Rural roundabouts that may
become part of an urbanized
area should include urban
roundabout design features.
19Roundabouts: An Informational Guide 1: Introduction
1.6.7 Rural double-lane roundabouts
Rural double-lane roundabouts have speed characteristics similar to rural single- lane roundabouts with average approach speeds in the range of 80 to 100 km/h (50 to 60 mph). They differ in having two entry lanes, or entries flared from one to two lanes, on one or more approaches. Consequently, many of the characteristics and design features of rural double-lane roundabouts mirror those of their urban coun- terparts. The main design differences are designs with higher entry speeds and larger diameters, and recommended supplementary approach treatments. The design of these roundabouts is based on the methods used by the United King- dom, Australia, and France. Exhibit 1-13 provides an example of a typical rural double- lane roundabout. Rural roundabouts that may one day become part of an urbanized area should be designed for slower speeds, with design details that fully accom- modate pedestrians and bicyclists. However, in the interim they should be de- signed with approach and entry features to achieve safe speed reduction.
Exhibit 1-13. Typical rural
double-lane roundabout.
Rural double-lane roundabouts
have higher entry speeds and
larger diameters than their
urban counterparts.
APPENDIX K
HORIZON YEAR TMP PROJECT COST ESTIMATES
City of Tracy
Overpass/Underpass/Bridges/Culvert/Railroad Improvements Preliminary Construction Cost Estimates (Buildout / Horizon Year) Travel Width # Lanes Sidewalks Bike Facility Bike Width K rail & Sep Bridges
1 Delta Mendota Canal/International Parkway Widen Planned 335 36 115 64 4 0 Class I Path 12 4 80 14,740 5,896,000$ 14,740 17,000$ 5,913,080$ 2,069,578$ 7,982,658$ 2 Delta Mendota Canal/Old Schulte Road Widen Planned 325 49 110 71 4 0 Class I Path 12 4 87 12,350 4,940,000$ 12,350 14,000$ 4,954,087$ 1,733,930$ 6,688,017$ 3 Delta Mendota Canal/Lammers Road Widen Planned 130 26 105 86 6 0 Class I Path 12 4 102 13,260 6,630,000$ 9,880 11,000$ 6,641,102$ 2,324,386$ 8,965,488$ 4 California Aqueduct/Lammers Road Widen Planned 170 24 130 86 6 0 Class I Path 12 4 102 17,340 8,670,000$ 13,260 15,000$ 8,685,102$ 3,039,786$ 11,724,888$ 5 Delta Mendota Canal/Corral Hollow Road Widen Planned 130 29 105 52 4 0 Class I Path 12 4 68 8,840 4,420,000$ 5,070 6,000$ 4,426,068$ 1,549,124$ 5,975,192$ 6 California Aqueduct/Corral Hollow Road Widen Planned 220 35 150 52 4 0 Class I Path 12 4 68 14,960 7,480,000$ 7,260 8,000$ 7,488,068$ 2,620,824$ 10,108,892$ Culver
t
7 Upper Main Canal/Capital Parks Drive Construct Completed 240 0 240 14 3,360 1,344,000$ 3,360 4,000$ 1,348,014$ 471,805$ 1,819,819$ 8 Upper Main Canal/Pavillion Parkway Construct Completed 240 0 240 14 3,360 1,344,000$ 3,360 4,000$ 1,348,014$ 471,805$ 1,819,819$ 9 Upper Main Canal/Promontory Parkway Construct Completed 180 0 180 14 2,520 1,008,000$ 2,520 3,000$ 1,011,014$ 353,855$ 1,364,869$ 10 Upper Main Canal/Lammers Road Widen Planned 65 93 30 142 3,185 1,274,000$ 3,185 4,000$ 1,278,142$ 447,350$ 1,725,492$ 11 Upper Main Canal/Corral Hollow Road Widen Planned 65 90 30 108 1,170 468,000$ 1,170 1,000$ 469,108$ 164,188$ 633,296$ Interchange/Overpass/Underpass
12 I-205/Pavilion Parkway New Overpass Planned 350 0 155 76 4 6 Class I Path 12 4 98 34,300 17,150,000$ 19,110 110,000$ 17,260,098$ 6,041,034$ 23,301,132$ 13 I-205/Lammers Extension New Interchange Planned 39,180,000$ 52,893,000$ 14 I-205/Tracy Boulevard Interchange Modifications Planned -$ 7,500,000$ 2,625,000$ 10,125,000$ 15 I-205/Grant Line Road Interchange Modifications Planned 216,551 1,243,000$ 2,500,000$ 875,000$ 3,375,000$ 16 I-205/MacArthur Drive Interchange Modifications Planned -$ 2,500,000$ 875,000$ 3,375,000$ 17 I-205/Chrisman Road New Interchange Planned 36,056,267$ 12,619,693$ 48,675,960$ 18 I-580/International Parkway New Interchange Planned 350 0 155 76 4 6 Class I Path 12 4 98 34,300 17,150,000$ 19,110 110,000$ 17,260,098$ 6,041,034$ 23,301,132$ 19 I-580/Lammers Road New Interim Interchange Planned -$ 17,000,000$ 5,950,000$ 22,950,000$ 20 I-580/Lammers Road odify Interim to Futre Interchang Planned 242 0 0 155 37,510 18,755,000$ 37,510 215,000$ 22,470,000$ 7,864,500$ 30,334,500$ 21 I-580/Corral Hollow Road New Interchange Planned 14,074,074$ 4,925,926$ 19,000,000$ Railroad Crossings
22 Lammers Road at Western Pacific Way (#1) Widen from 2-4 lanes Planned 1,250,000$ 437,500$ 1,687,500$ 23 Lammers Road North of Linne Road (#2) New Bridge Planned 100 0 100 88 6 6 Class I Path 12 4 110 11,000 5,500,000$ 11,000 63,000$ 5,563,110$ 1,947,089$ 7,510,199$ 24 Corral Hollow Road North of Linne Road (#5) Widen from 2-4 lanes Planned 1,250,000$ 437,500$ 1,687,500$ 25 Tracy Boulevard North of Linne Road (#8) Widen from 2-4 lanes Planned 1,250,000$ 437,500$ 1,687,500$ 26 11th Street/MacArthur Drive (#9) New Bridge
Partially
Completed -$ -$ -$
27 MacArthur Drive South of 6th Street (#15) Close, keep bike & ped Planned 1,250,000$ 437,500$ 1,687,500$ 28 Chrisman Road at Schulte Road (#16) Widen from 2-4 lanes Planned 1,250,000$ 437,500$ 1,687,500$ 29 MacArthur Drive Extension (#21) New Bridge Planned 100 0 100 64 4 6 Class I Path 12 4 86 8,600 4,300,000$ 8,600 49,000$ 4,349,086$ 1,522,180$ 5,871,266$ 30 Chrisman Road (#22) New Bridge Planned 100 0 100 88 6 6 Class I Path 12 4 110 11,000 5,500,000$ 11,000 63,000$ 5,563,110$ 1,947,089$ 7,510,199$ 31 Hansen Road (#23) New Bridge Planned 100 0 100 64 4 6 Class I Path 12 4 86 8,600 4,300,000$ 8,600 49,000$ 4,349,086$ 1,522,180$ 5,871,266$ 32 Pavillion Parkway (#24) New Bridge Planned 100 0 100 88 6 6 Class I Path 12 4 110 11,000 5,500,000$ 11,000 63,000$ 5,563,110$ 1,947,089$ 7,510,199$ Grand Total 250,999,838$ 338,849,781$
No. Structure &
Earthwork Cost
ROW / Easement
CostStructure Type & Location Improvement Description Total Cost w/MarkupROW Area (ft2) Status Preliminary Subtotal Cost Contingency / Overhead
Existing
Width (ft)
Buildout / Horizon Year ImprovementWater Channel /
Freeway Length (ft)Length (ft) Future
Area (ft2)
Total Structure
Width (ft)
DRAFT TMP_Estimate_Structural_20220509.xlsx
City of Tracy
Intersection Improvements
Preliminary Construction Cost Estimates (Horizon Year)
No. Intersection Status Preliminary Cost
Estimate Cost w/Markup
1 International Parkway/I-205 Westbound Ramps N/A -$ -$ 2 International Parkway/I-205 Eastbound Ramps N/A -$ -$ 3 International Parkway/Capital Parks Drive Planned 4,230,000$ 5,710,500$ 4 International Pkwy/Promontory Parkway Partially Complete 450,500$ 608,175$ 5 International Pkwy/Old Schulte Road Planned -$ -$
6 International Pkwy/Patterson Pass Rd/I-580 Westbound Ramps 7 International Pkwy/Patterson Pass Rd/I-580 Eastbound Ramps 8 Hansen Road/Capital Parks Dr Partially Complete 3,853,000$ 5,201,550$ 9 Hansen Road/Promontory Parkway Complete -$ -$
10 Hansen Road/Old Schulte Road Partially Complete 1,777,500$ 2,399,625$ 11 Pavillion Parkway/Capital Parks Dr Planned 4,448,000$ 6,004,800$ 12 Pavillion Parkway/Promontory Parkway Planned 3,332,000$ 4,498,200$ 13 Pavillion Parkway/Old Schulte Road Planned 3,707,000$ 5,004,450$ 14 Pavillion Parkway/Hansen Road Planned 2,699,000$ 3,643,650$ 15 Commerce Way/Capital Parks Drive Planned 4,666,000$ 6,299,100$ 16 Road M/Capital Parks Drive Planned 4,038,000$ 5,451,300$ 17 Hansen Road/Valpico Road Planned 2,699,000$ 3,643,650$ 18 Pavillion Parkway/Grant Line Road Planned 2,699,000$ 3,643,650$ 19 Pavillion Parkway/Von Sosten Road Planned 2,803,000$ 3,784,050$ 20 Lammers Extension/Pavillion Pkwy Planned 3,707,000$ 5,004,450$ 21 Lammers Extension/Grant Line Road Planned 3,707,000$ 5,004,450$ 22 Lammers Extension/Van Sosten Road Planned 3,707,000$ 5,004,450$
23 Lammers Extension/I-205 WB Ramps
24 Lammers Extension/I-205 EB Ramps
25 Lammers Extension/Commerce Road Planned 5,771,000$ 7,790,850$ 26 Eleventh Street/Road M Planned 4,415,000$ 5,960,250$ 27 Grant Line Road/Pavillion Pkwy Planned 2,699,000$ 3,643,650$ 28 Byron Road/Grant Line Road Planned -$ -$
29 Lammers Road/Pavillion Pkwy Planned 3,063,000$ 4,135,050$ 30 Grant Line Road/Lammers Road Planned 2,494,000$ 3,366,900$ 31 Lammers Road/Byron Road Existing -$ -$
32 Lammers Road/Eleventh Street Existing -$ -$
33 Lammers Road/Capital Parks Drive Planned 392,000$ 529,200$ 34 Lammers Road/Promontory Pkwy Planned 4,201,000$ 5,671,350$ 35 Lammers Road/Crossroads Drive Planned 3,193,000$ 4,310,550$ 36 Lammers Road/Redbridge Rd Planned 2,741,000$ 3,700,350$ 37 Lammers Road/Old Schulte Road Planned 2,741,000$ 3,700,350$ 38 Lammers Road/Western Pacific Wy Planned 2,946,000$ 3,977,100$ 39 Lammers Road/Valpico Road Planned 4,201,000$ 5,671,350$ 40 Lammers Road/Samuel James Way Planned 3,193,000$ 4,310,550$ 41 Lammers Road/Hansen Rd/Ellis Town Drive Planned 4,051,000$ 5,468,850$ 42 North Tracy Hills Drive/Linne Dr Planned 3,323,000$ 4,486,050$ 43 Lammers Road/Linne Road Planned 3,323,000$ 4,486,050$ 44 Lammers Road/Tracy Hills Dr Planned -$ -$
45 Lam m
ers Road/I-580 WB Ramps
46 Lammers Road/I-580 EB Ramps
47 Naglee Road/Middle Road Existing -$ -$
48 Naglee Road/Auto Plaza Drive Planned 1,431,000$ 1,931,850$ 49 Naglee Road/I-205 Westbound Ramps Existing -$ -$
50 Park & Ride/Naglee Road Existing -$ -$
51 Naglee Road/Grant Line Road/I-205 Westbound Ramps Planned 405,000$ 546,750$ 52 Grant Line Road/I-205 EB Ramps
53 Crossroads Drive/Eleventh Road Existing -$ -$
54 Crossroads Drive/Schulte Road Planned 3,967,000$ 5,355,450$ 55 Corral Hollow Road/Larch Road Existing -$ -$
56 Corral Hollow Road/Auto Plaza Drive Planned 2,205,000$ 2,976,750$ 57 Corral Hollow Road/Grant Line Road Existing -$ -$
58 Corral Hollow Road/Eleventh Street Planned 652,000$ 880,200$ See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
DRAFT TMP_Estimate_Intersections_20220919.xlsx
No. Intersection Status Preliminary Cost
Estimate Cost w/Markup
59 Corral Hollow Road/Schulte Road Existing -$ -$
60 Corral Hollow Road/Valpico Road Planned 4,285,000$ 5,784,750$ 61 Corral Hollow Road/Samuel James Way Planned 2,088,000$ 2,818,800$ 62 Corral Hollow Road/Peony Drive Planned 363,000$ 490,050$ 63 Corral Hollow Road/Middlefield Drive Planned 454,000$ 612,900$ 64 Corral Hollow Road/Linne Road Planned 4,197,000$ 5,665,950$ 65 Corral Hollow Road/Nort h Tracy Hills Drive Planned 3,323,000$ 4,486,050$ 66 Corral Hollow Road/Tracy Hills Drive Planned -$ -$
67 Corral Hollow Road/I-580 WB Ramps
68 Corral Hollow Road/I-580 EB Ramps
69 Corral Hollow Road/Lammers Road Planned Funded by Developer 70 Tracy Boulevard/Sugar Road Existing -$ -$
71 Tracy Boulevard/Larch Road Planned 1,931,750$ 2,607,863$ 72 Tracy Blvd/I-205 WB Ramps
73 Tracy Blvd/I-205 EB Ramps
74 Tracy Boulevard/Grant Line Road Existing -$ -$
75 Tracy Boulevard/Eleventh Street Existing -$ -$
76 Tracy Boulevard/6th Street Existing -$ -$
77 Tracy Boulevard/Mount Diablo Avenue Existing -$ -$
78 Tracy Boulevard/Schulte Road Existing -$ -$
79 Tracy Boulevard/Central Avenue Existing -$ -$
80 Tracy Boulevard/Valpico Road Existing -$ -$
81 Tracy Boulevard/Whispering Wind Drive Existing -$ -$ 82 Tracy Boulevard/ACE Station Existing -$ -$
83 Tracy Boulevard/Linne Road Planned 3,498,000$ 4,722,300$
84 Central Avenue/Eleventh Street Existing -$ -$
85 Central Avenue/Schulte Road Existing -$ -$
86 MacArthur Drive/Arbor Avenue Existing -$ -$
87 MacArthur Drive/I-205 WB Ramps
88 MacArthur Drive/I-205 EB Ramps
89 MacArthur Drive/Pescadero Avenue Existing -$ -$
90 MacArthur Drive/Grant Line Road Planned 363,000$ 490,050$ 91 MacArthur Drive/Eleventh Street Planned 3,297,000$ 4,450,950$ 92 MacArthur Drive/Eleventh Street (South) Existing -$ -$ 93 MacArthur Drive/6th Street Existing -$ -$
94 MacArthur Drive/Mount Diablo Avenue Planned 2,816,000$ 3,801,600$ 95 MacArthur Drive/Schulte Road Planned 844,000$ 1,139,400$ 96 MacArthur Drive/Valpico Road Existing -$ -$
97 Chrisman Road/Pescadero Avenue Planned 3,427,000$ 4,626,450$ 98 Chrisman Road/Grant Line Road Planned 1,961,000$ 2,647,350$ 99 Chrisman Road/Eleventh Street Planned 1,613,000$ 2,177,550$ 100 Chrisman Road/Schulte Road Planned 3,323,000$ 4,486,050$ 101 Chrisman Road/Valpico Road Planned 1,431,000$ 1,931,850$ 102 Paradise Road/Arbor Avenue Planned 4,737,000$ 6,394,950$ 103 Paradise Road/I-205 WB Ramps
104 Paradise Road/I-205 EB Ramps
105 Paradise Road/Pescadero Avenue Planned 4,457,000$ 6,016,950$ 106 Paradise Road/Grant Line Road Planned 778,250$ 1,050,638$ 107 Eleventh Street/Grant Line Road Existing -$ -$
a Power
Road/Pavillion Parkway Planned 4,009,000$ 5,412,150$ b Power Road/Grant Line Road Planned 2,447,000$ 3,303,450$ c Hansen Road/Old Hansen Road Planned 2,428,000$ 3,277,800$ 172,001,000$ 232,201,350$
Notes:
1 Markups include 15% Contingency, 10% Design & Planning and 10% Construction Management See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
See Interchange Cost Estimates
DRAFT TMP_Estimate_Intersections_20220919.xlsx
City of Tracy 9/21/2022 16:57
Roadway Improvements
Preliminary Construction Cost Estimates (Horizon Year)
No. Street From To Street
Length (ft)
Roadway Improvement Type at Buildout /
Horizon Year Status Preliminary Cost
Estimate Cost w/Markup
1 International Pkwy I-205 WB I-205 EB N/A N/A - Interchange Project Planned -$ -$ 2 International Pkwy I-205 EB Capital Parks Dr 1,200 Widen 2- to 8-Lane Ma jor Arterial (curb-curb) Planned 4,080,000$ 5,508,000 $ 3 International Pkwy Capital Parks Dr Promontory Pkwy 300 Widen 2- to 6-Lane Ma jor Arterial (curb-curb) Partially
Completed 930,000$ 1,255,500$
4 International Pkwy Promontory Pkwy Old Schulte Rd 1,400 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Partially
Completed 3,500,000$ 4,725,000 $
5 International Pkwy Old Schulte Rd I-580 WB N/A N/A - Interchan ge Project Planned -$ -$ 6 International Pkwy I-580 WB I-580 EB N/A N/A - Interchange Project Planned -$ -$ 7 Hansen Rd I-205 Capital Parks Dr 1,200 Widen 2- to 2-Lane Divided Arterial Planned 2,280,000$ 3,078,000$ 8 Hansen Rd Capital Parks Dr Promontory Pkwy N/A Widen 2- to 4-Lane Major Arterial Completed -$ -$ 9 Hansen Rd Promontory Pkwy Old Schulte Rd N/A Widen 2- to 4-Lane Major Arterial Completed -$ -$ 10 Pavillion Pkwy Power Rd Lammers Rd 1,600 2-Lane Divided Arterial Planned 3,840,000$ 5,184,000$ 11 Pavillion Pkwy Lammers Rd Grant Line Rd 2,600 2-Lane Divided Arterial Planned 6,240,000$ 8,424,000$ 12 Pavillion Pkwy Grant Line Rd Lammers Extn 1,100 2-Lane Divided Arterial Planned 2,640,000$ 3,564,000$ 13 Pavillion Pkwy Lammers Extn Grant Line Rd 500 2-Lane Divided Arterial Planned 1,200,000$ 1,620,000$ 14 Pavillion Pkwy Grant Line Rd Von Sosten Rd 1,900 2-Lane Divided Arterial Planned 4,560,000$ 6,156,000$ 15 Pavillion Pkwy Von Sosten Rd Capital Parks Dr 4,900 2-Lane Divided Arterial Planned 11,760,000$ 15,876,000$ 16 Pavillion Pkwy Capital Parks Dr Promontory Pkwy 2,000 2-Lane Divided Arterial Planned 4,800,000$ 6,480,000$ 17 Pavillion Pkwy Promontory Pkwy Old Schulte Rd 2,300 2-Lane Divided Arterial Planned 5,520,000$ 7,452,000$ 18 Pavillion Pkwy Old Schulte Rd Hansen Rd 3,000 2-Lane Divided Arterial Planned 7,200,000$ 9,720,000$ 19 Lammers Extn Pavillion Pkwy Byron Rd 1,100 2-Lane Major Arterial Planned 2,640,000$ 3,564,000 $ 20 Lammers Extn Byron Rd Von Sosten Rd 800 2-Lane Ma jor Arterial Planned 1,920,000$ 2,592,000 $ 21 Lammers Extn Von Sosten Rd I-205 WB 1,100 2-Lane Ma jor Arterial Planned 2,640,000$ 3,564,000 $ 22 Lammers Extn I-205 WB I-205 EB 900 N/A - Interchan ge Project Planned -$ -$ 23 Lammers Extn I-205 EB Commerce Wy 200 8-Lane Major Arterial Planned 660,000$ 891,000$ 24 Lammers Extn Commerce Wy Road M 700 8-Lane Major Arterial Planned 2,310,000$ 3,118,500 $ 25 Lammers Extn Road M 11th St 900 8-Lane Ma jor Arterial Planned 2,970,000$ 4,009,500 $ 26 Lammers Rd City Limits Pavillion Pkwy N/A N/A - No Existin g Street Widening Existing -$ -$ 27 Lammers Rd Pavillion Pkwy Grant Line Rd N/A N/A - No Existing Street Widening Existing -$ -$ 28 Lammers Rd Byron Rd 11th St N/A N/A - No Existing Street Widening Existing -$ -$ 29 Lammers Rd 11th St Capital Parks Dr N/A N/A - No Existing Street Widening Existing -$ -$ 30 Lammers Rd Capital Parks Dr Promontory Pkwy 300 4-Lane Major Arterial (curb-curb) Partially
Completed 900,000$ 1,215,000$
31 Lammers Rd Promontory Pkwy Crossroads Dr 700 4-Lane Major Arterial (curb-curb) Planned 2,100,000$ 2,835,000 $ 32 Lammers Rd Crossroads Dr Redbridge Rd 800 4-Lane Ma jor Arterial (curb-curb) Planned 2,400,000$ 3,240,000 $ 33 Lammers Rd Redbridge Rd Old Schulte Rd 300 4-Lane Ma jor Arterial (curb-curb) Planned 900,000$ 1,215,000$ 34 Lammers Rd Old Schulte Rd Western Pacific Wy 1,300 4-Lane Major Arterial (curb-curb) Planned 3,900,000$ 5,265,000 $ 35 Lammers Rd Western Pacific Wy Valpico Rd 900 4-Lane Ma jor Arterial (curb-curb) Planned 2,700,000$ 3,645,000 $ 36 Lammers Rd Valpico Rd Samual James Wy 700 4-Lane Ma jor Arterial (curb-curb) Planned 2,100,000$ 2,835,000 $ 37 Lammers Rd Samual James Wy Hansen Rd 1,300 4-Lane Ma jor Arterial (curb-curb) Planned 3,900,000$ 5,265,000 $ 38 Lammers Rd Hansen Rd Linne Rd 2,400 4-Lane Ma jor Arterial (curb-curb) Planned 7,200,000$ 9,720,000 $ 39 Lammers Rd Linne Rd Tracy Hills Dr 1,400 4-Lane Ma jor Arterial (curb-curb) Planned 4,200,000$ 5,670,000 $ 40 Lammers Rd Tracy Hills Dr I-580 WB 400 4-Lane Ma jor Arterial (curb-curb) Planned 1,200,000$ 1,620,000 $ 41 Lammers Rd I-580 WB I-580 EB N/A N/A - Interchan ge Project Planned -$ -$ 42 Lammers Rd I-580 EB Corral Hollow Rd N/A N/A - Onsite Street Project Planned -$ -$ 43 Power Rd Pavillion Pkwy Grant Line Rd 1,600 6-Lane Divided Arterial Planned 4,160,000$ 5,616,000$ 44 Naglee Rd Middle Rd Auto Plaza Dr N/A N/A - No Existing Street Widening Existing -$ -$ 45 Naglee Rd Auto Plaza Dr Pavillion Pkwy N/A N/A - No Existing Street Widening Existing -$ -$ 46 Naglee Rd Pavillion Pkwy Private Dwy N/A N/A - No Existing Street Widening Existing -$ -$ 47 Naglee Rd Private Dwy Grant Line Rd N/A N/A - No Existing Street Widening Existing -$ -$ 48 Crossroads Dr 11th St Schulte Rd 1,500 4-Lane Divided Arterial Partially
Completed 2,850,000$ 3,847,500$
49 Corral Hollow Rd Larch Rd Auto Plaza Dr N/A N/A - No Existing Street Widening Existing -$ -$ 50 Corral Hollow Rd Auto Plaza Dr Grant Line Rd N/A N/A - No Existing Street Widening Existing -$ -$ 51 Corral Hollow Rd Grant Line Rd 11th St N/A N/A - No Existing Street Widening Existing -$ -$ 52 Corral Hollow Rd 11th St Schulte Rd N/A N/A - No Existing Street Widening Existing -$ -$ 53 Corral Hollow Rd Schulte Rd Valpico Rd 4,000 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 10,000,000$ 13,500,000 $ 54 Corral Hollow Rd Valpico Rd Samuel James Wy 800 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 2,000,000$ 2,700,000 $ 55 Corral Hollow Rd Samual James Wy Ellis Town Dr/Peony Dr 500 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 1,250,000$ 1,687,500 $ 56 Corral Hollow Rd Ellis Town Dr/Peony Dr Summit Dr/Middlefield Dr N/A Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Completed -$ -$ 57 Corral Hollow Rd Summit Dr/Middlefield Dr Linne Rd 85 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Partially
Completed 212,500$ 286,875$
58 Corral Hollow Rd Linne Rd North Tracy Hills Dr 4,000 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 10,000,000$ 13,500,000 $ 59 Corral Hollow Rd North Tracy Hills Dr Tracy Hills Dr 2,400 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 6,000,000$ 8,100,000 $ 60 Corral Hollow Rd Tracy Hills Dr I-580 WB 1,000 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 2,500,000$ 3,375,000 $ 61 Corral Hollow Rd I-580 WB I-580 EB N/A N/A - Interchan ge Project Planned -$ -$ 62 Corral Hollow Rd I-580 EB Lammers Rd 1,400 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 3,500,000$ 4,725,000 $ 63 Corral Hollow Rd Lammers Rd City Limits 2,000 Widen 2- to 2-Lane Divided Arterial (curb-curb) Planned 3,800,000$ 5,130,000 $ 64 Tracy Blvd Larch Rd I-205 WB N/A N/A - No Existin g Street Widening Existing -$ -$ 65 Tracy Blvd I-205 WB I-205 EB N/A N/A - No Existing Street Widening Existing -$ -$ 66 Tracy Blvd I-205 EB Grant Line Rd N/A N/A - No Existing Street Widening Existing -$ -$ 67 Tracy Blvd Grant Line Rd 11th St N/A N/A - No Existing Street Widening Existing -$ -$ 68 Tracy Blvd 11th St 6th St N/A N/A - No Existing Street Widening Existing -$ -$ 69 Tracy Blvd 6th St Mt Diablo Ave N/A N/A - No Existing Street Widening Existing -$ -$ 70 Tracy Blvd Mt Diablo Ave Schulte Rd N/A N/A - No Existing Street Widening Existing -$ -$ 71 Tracy Blvd Schulte Rd Central Ave N/A N/A - No Existing Street Widening Existing -$ -$ 72 Tracy Blvd Central Ave Valpico Rd N/A N/A - No Existing Street Widening Existing -$ -$ 73 Tracy Blvd Valpico Rd Whispering Wind Dr N/A N/A - No Existing Street Widening Existing -$ -$ 74 Tracy Blvd Whispering Wind Dr ACE Station N/A N/A - No Existing Street Widening Existing -$ -$ 75 Tracy Blvd ACE Station Linne Rd N/A N/A - No Existing Street Widening Existing -$ -$ 76 Holly Dr 11th St Schulte Rd N/A N/A - No Existing Street Widening Existing -$ -$ 77 MacArthur Dr Arbor Ave I-205 WB N/A N/A - No Existing Street Widening Existing -$ -$ 78 MacArthur Dr I-205 WB I-205 EB N/A N/A - No Existing Street Widening Existing -$ -$ 79 MacArthur Dr I-205 EB Pescadero Ave N/A N/A - No Existing Street Widening Existing -$ -$ 80 MacArthur Dr Pescadero Ave Grant Line Rd N/A N/A - No Existing Street Widening Existing -$ -$ 81 MacArthur Dr Grant Line Rd 11th St N/A N/A - No Existing Street Widening Existing -$ -$ 82 MacArthur Dr 11th St Mt Diablo Ave 4,700 4-Lane Divided Arterial Planned 8,930,000$ 12,055,500$ 83 MacArthur Dr Mt Diablo Ave Schulte Rd 1,300 4-Lane Divided Arterial Planned 2,470,000$ 3,334,500$ 84 MacArthur Dr Schulte Rd Valpico Rd N/A Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Completed -$ -$ 85 Chrisman Rd Paradise Rd Pescadero Ave 1,300 6-Lane Major Arterial (curb-curb) Planned 4,680,000$ 6,318,000 $ 86 Chrisman Rd Pescadero Ave Grant Line Rd 2,200 4-Lane Ma jor Arterial (curb-curb) Planned 6,600,000$ 8,910,000 $ 87 Chrisman Rd Grant Line Rd 11th St 2,300 Widen 2- to 6-Lane Ma jor Arterial (curb-curb) Partially
Completed 7,130,000$ 9,625,500 $
88 Chrisman Rd 11th St Schulte Rd 4,800 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 12,000,000$ 16,200,000 $ 89 Chrisman Rd Schulte Rd Valpico Rd 3,800 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 9,500,000$ 12,825,000 $ 90 Paradise Rd Arbor Ave I-205 WB 800 Widen 2- to 6-Lane Ma jor Arterial (curb-curb) Planned 2,480,000$ 3,348,000 $ 91 Paradise Rd I-205 WB I-205 EB N/A N/A - Interchan ge Project Planned -$ -$ 92 Paradise Rd I-205 EB Paradise Rd 700 8-Lane Major Arterial Planned 2,310,000$ 3,118,500 $ 93 Paradise Rd Paradise Rd Grant Line Rd 1,200 4-Lane Ma jor Arterial Partially
Completed 2,400,000$ 3,240,000 $
94 Arbor Ave City Limits City Limits N/A N/A - No Existin g Street Widening Existing -$ -$ 95 Larch Rd City Limits City Limits N/A N/A - No Existing Street Widening Existing -$ -$ 96 Auto Plaza Dr Power Rd Naglee Rd N/A N/A - No Existing Street Widening Existing -$ -$ 97 Auto Plaza Dr Naglee Rd Corral Hollow Rd 2,100 2-Lane Divided Arterial Planned 5,040,000$ 6,804,000$ 98a Grant Line Rd (Interim) Byron Rd Lammers Rd 900 Widen 2- to 4-Lane Divided Arterial Partially
Completed 1,260,000$ 1,701,000$
98b Grant Line Rd Pavillion Pkwy Lammers Rd 3,300 4-Lane Divided Arterial Planned 6,270,000$ 8,464,500$ 99 Grant Line Rd Lammers Rd Naglee Rd/I-205 WB N/A N/A - No Existing Street Widening Existing -$ -$ 100 Grant Line Rd Naglee Rd/I-205 WB I-205 EB N/A N/A - No Existing Street Widening Existing -$ -$ No. Street From To Street
Length (ft)
Roadway Improvement Type at Buildout /
Horizon Year Status Preliminary Cost
Estimate Cost w/Markup
101 Grant Line Rd I-205 EB Corral Hollow Rd N/A N/A - No Existing Street Widening Existing -$ - $ 102 Grant Line Rd Corral Hollow Rd Tracy Blvd N/A N/A - No Existin g Street Widening Existing -$ - $ 103 Grant Line Rd Tracy Blvd MacArthur Dr N/A N/A - No Existin g Street Widening Existing -$ - $ 104 Grant Line Rd MacArthur Dr Chrisman Rd N/A N/A - No Existin g Street Widening Existing -$ - $ 105 Grant Line Rd Chrisman Rd Paradise Rd N/A N/A - No Existin g Street Widening Existing -$ - $ 106 Grant Line Rd Paradise Rd City Limits 500 Widen 2- to 4-Lane Divided Arterial Partially
Completed 700,000$ 945,000 $
107 Byron Rd Pavillion Pkwy Lammers Extn 600 N/A - No Existin g Street Widening Existing -$ - $ 108 Byron Rd Lammers Extn Existing Byron Rd 1,900 N/A - No Existin g Street Widening Existing -$ - $ 109 Von Sosten Rd Pavillion Pkwy Lammers Extn 1,300 2-Lane Divided Arterial Planned 3,120,000$ 4,212,000 $ 110 Von Sosten Rd Lammers Extn Existing Byron Rd 1,800 2-Lane Divided Arterial Planned 4,320,000$ 5,832,000 $ 111 11th St City Limits City Limits N/A N/A - No Existin g Street Widening Existing -$ - $ 112 Commerce Wy Pavillion Pkwy New Street 1,300 4-Lane Ma jor Arterial Planned 2,600,000$ 3,510,000 $ 113 Commerce Wy New Street Lammers Extn 1,000 4-Lane Ma jor Arterial Planned 2,000,000$ 2,700,000 $ 114 Capital Parks Dr International Pkwy Hansen Rd 4,800 4-Lane Divided Arterial Planned 9,120,000$ 12,312,000 $ 115 Capital Parks Dr Hansen Rd Pavillion Pkwy 4,800 4-Lane Divided Arterial Planned 9,120,000$ 12,312,000 $ 116 Capital Parks Dr Pavillion Pkwy Commerce Wy 1,200 4-Lane Divided Arterial Planned 2,280,000$ 3,078,000 $ 117 Capital Parks Dr Commerce Wy Road M 1,800 4-Lane Divided Arterial Planned 3,420,000$ 4,617,000 $ 118 Capital Parks Dr Road M Lammers Rd 1,000 6-Lane Divided Arterial Planned 2,600,000$ 3,510,000 $ 119 Promontory Pkwy Road H Pavillion Pkwy 3,400 4-Lane Divided Arterial (curb-curb) Planned 8,840,000$ 11,934,000 $ 120 Promontory Pkwy Pavillion Pkwy Lammers Rd 1,100 4-Lane Divided Arterial (curb-curb) Planned 2,860,000$ 3,861,000 $ 121 Schulte Rd Lammers Rd Crossroads Dr 3,500 4-Lane Divided Arterial (curb-curb) Planned 9,100,000$ 12,285,000 $ 122 Schulte Rd Crossroads Dr Mabel Josehpine Dr 2,000 4-Lane Divided Arterial (curb-curb) Planned 5,200,000$ 7,020,000 $ 123 Schulte Rd Mabel Josehpine Dr Corral Hollow Rd N/A N/A - No Existin g Street Widening Existing -$ - $ 124 Schulte Rd Corral Hollow Rd Tracy Blvd N/A N/A - No Existin g Street Widening Existing -$ - $ 125 Schulte Rd Tracy Blvd Central Ave N/A N/A - No Existin g Street Widening Existing -$ - $ 126 Schulte Rd Central Ave MacArthur Dr N/A N/A - No Existin g Street Widening Existing -$ - $ 127 Schulte Rd MacArthur Dr Chrisman Rd 4,800 Widen 2- to 4-Lane Divided Arterial (curb-curb) Planned 10,080,000$ 13,608,000 $ 128 Crossroads Dr Lammers Rd Schulte Rd 4,000 2-Lane Divided Arterial Planned 9,600,000$ 12,960,000 $ 129 Old Schulte Rd International Pkwy Hansen Rd 750 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 1,875,000$ 2,531,250 $ 130 Old Schulte Rd Hansen Rd Pavillion Pkwy 3,900 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Partially
Completed 9,750,000$ 13,162,500 $
131 Old Schulte Rd Pavillion Pkwy Lammers Rd 4,800 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 12,000,000$ 16,200,000 $ 132 Hansen Rd Old Schulte Rd Pavillion Pkwy 6,400 2-Lane Divided Arterial Planned 15,360,000$ 20,736,000 $ 133 Hansen Rd Pavillion Pkwy Valpico Rd 900 2-Lane Divided Arterial Planned 2,160,000$ 2,916,000 $ 134 Hansen Rd Valpico Rd Lammers Rd 4,800 2-Lane Divided Arterial Planned 11,520,000$ 15,552,000 $ 135 Valpico Rd Hansen Rd Lammers Rd 3,800 2-Lane Divided Arterial Planned 9,120,000$ 12,312,000 $ 136 Valpico Rd Lammers Rd Corral Hollow Rd 6,300 Widen 2- to 4-Lane Divided Arterial Planned 8,820,000$ 11,907,000 $ 137 Valpico Rd Corral Hollow Rd Cagney Wy 2,500 Widen 2- to 4-Lane Divided Arterial Planned 3,500,000$ 4,725,000 $ 138 Valpico Rd Cagney Wy Tracy Blvd N/A N/A - No Existin g Street Widening Existing -$ - $ 139 Valpico Rd Tracy Blvd Glenbriar Dr 2,700 Widen 2- to 4-Lane Divided Arterial Partially
Completed 3,780,000$ 5,103,000 $
140 Valpico Rd Glenbriar Dr MacArthur Dr N/A Widen 2- to 4-Lane Divided Arterial Completed -$ - $ 141 Valpico Rd MacArthur Dr Chrisman Rd N/A N/A - No Existin g Street Widening Existing -$ - $ 142 Samuel James Wy Lammers Rd Corral Hollow Rd 6,300 2-Lane Collector Planned 10,080,000$ 13,608,000 $ 143 Linne Rd Lammers Rd North Tracy Hills Dr 300 4-Lane Ma jor Arterial (curb-curb) Planned 900,000$ 1,215,000 $ 144 Linne Rd North Tracy Hills Dr Corral Hollow Rd 5,600 4-Lane Ma jor Arterial (curb-curb) Planned 16,800,000$ 22,680,000 $ 145 Linne Rd Corral Hollow Rd Tracy Blvd 4,800 Widen 2- to 4-Lane Ma jor Arterial (curb-curb) Planned 12,000,000$ 16,200,000 $ 146 Linne Rd Tracy Blvd City Limits 3,400 2-Lane Divided Arterial (curb-curb) Planned 8,160,000$ 11,016,000 $ 147 North Tracy Hills Dr Linne Rd Corral Hollow Rd 6,400 4-Lane Divided Arterial Planned 12,160,000$ 16,416,000 $ SUBTOTAL 443,477,500$ 598,694,625 $
31,954,533$ 43,138,620 $
19,333,500$ 26,100,225 $
TOTAL 494,765,533$ 667,933,470 $
Notes:
1 Markups include 15% Contingency, 10% Design & Planning and 10% Construction Management Temporary Sidewalk (1/3 of estimated sidewalk costs)
Non-Developable Frontage (20 miles of estimated frontage) City of Tracy
Intelligent Transportation System Infrastructure Improvements Preliminary Construction Cost Estimates (Horizon Year)
No. Improvement Description Unit Quantity Unit Cost Total Cost Total Cost w/Markup
Fiber Optic Communication System Installation (Traffic Management Improvements Only) 1 Furnish and Install 3" Conduit LF 386,000 $60 $23,160,000 $31,266,000 2 Furnish and Install Pull Boxes EA 1,544 $2,000 $3,088,000 $4,168,800 3 Furnish and Install 144 Strand Singlemode Fiber Optic Cable LF 386,000 $18 $6,948,000 $9,379,800 4 Signalized Intersection Upgrades
(Includes Splice Vault/Enclosure/Communication
Equipment/Controller & Cabinet Modifications)
EA 109 $43,000 $4,687,000 $6,327,450
5 Furnish and Install CCTV Camera System (includes CCTV Camera, Cables, Mounting and Video Encoder) EA 33 $15,000 $495,000 $668,250 6 Furnish and Install DMS System (Including Display/Sign Structure/Pole/Foundation/Splice Vault/Cabinet/Communication Equipment). This TMP includes the use of DMS signs on trailers on an “as needed” basis. Future updates may reassess the use of standard DMS signs.
EA 0 $162,500 $0 $0
7 Furnish and Install Field Communication Hub
(Including Splice Vault/Enclosure/Communication
Equipment/Cabinet)
EA 4 $37,500 $150,000 $202,500
Subtotal $38,528,000 $52,012,800
Fiber Optic Communication System Installation (Public Works Department) 8 PUBLIC WORKS DEPARTMENT
Furnish and Install Two (2) Workstations/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
Subtotal $62,500 $84,375
Fiber Optic Communication System Installation (Water Department) 9 WATER TREATMENT PLANT
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
Subtotal $62,500 $84,375
Fiber Optic Communication System Installation (Parks / Library) 10 TRACY SPORTS COMPLEX
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
11 EL PESCADERO PARK
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
12 TRACY BALL PARK
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
13 POWERS PARK
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
14 LINCOLN PARK
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
1 No. Improvement Description Unit Quantity Unit Cost Total Cost Total Cost w/Markup
15 TRACY PUBLIC LIBRARY
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
Subtotal $375,000 $506,250
1 No. Improvement Description Unit Quantity Unit Cost Total Cost Total Cost w/Markup
Fiber Optic Communication System Installation (Fire Department / Station) 16 TRACY FIRE DEPARTMENT BUILDING
Furnish and Install One (1) Workstation
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
17 TRACY FIRE STATION NO. 1
Furnish and Install One (1) Workstation
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
18 TRACY FIRE STATION NO. 6
Furnish and Install One (1) Workstation
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
19 TRACY FIRE STATION NO. 7
Furnish and Install One (1) Workstation/Computer
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Communication Equipment/Equipment Rack/Ethernet Switch/Fiber Distribution Unit/Miscellaneous)
LS 1 $62,500 $62,500 $84,375
Subtotal $250,000 $337,500
City Hall - Traffic Management Center
20 TRAFFIC MANAGEMENT CENTER (TMC)
Furnish and Install TMC
(Including Fiber Optic Cable/Conduit/Spice Vault-Enclosure and Video Wall/Communication Equipment & Sofware/Furniture) LS 1 $500,000 $500,000 $675,000
Subtotal $500,000 $675,000
Other Costs Associated with Intelligent Transportation System 21 Testing LS 1 $62,500 $62,500 $84,375
22 Training LS 1 $25,000 $25,000 $33,750
23 System Integration LS 1 $62,500 $62,500 $84,375
Subtotal $150,000 $202,500
Grand Total $39,928,000 $53,902,800
Notes:
1 2
Markups include 15% Contingency, 10% Design & Planning and 10% Construction Management Refer to Figure 4.37
1 APPENDIX L
TRAVEL DEMAND
MODEL BANDWITH PLOTS BY GROWTH AREA
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
(Licensed to Kimley Horn & Associates)
City of Tracy Transportation 2022
Master Plan
February 21, 2023
Attachment B
2 Goals and Objectives of the 2022 TMP
1. Implementation T ool for the General Plan Circulation Element
2. Plan the futur e transportation system
3. Multimodal / Bic ycle and Pedestrian Master Plan
4. Vehicle M iles Travelled (VMT) Policy per SB 743.
5. Establish T ransportation Demand Management & VMT Banking Fee Program for VMT mitigation
6. Signal t echnology, bridges, culverts, and rail crossings are included
7. Mobility H ub system that supports multimodal travel and “Valley Link”
8. Provides a ne xus for a Traffic Impact Fee Program
9. Establish a f ramework for financial resources
3 Existing Level Of Service (LOS)
4 Future Land Use Map
5 Citywide Future Traffic Distribution
36%
27%
25%
12%
6 Future Rail Crossings
7 Future Bridges
8 Future Bike/Ped Facilities
9 Future Mobility Hubs
10 Horizon Year Change in # of Lanes
11 Horizon Year LOS
12 SB 743
13 Transportation Demand Management Mitigations
• Transit Tickets
• Trolley Subsidy
• Bike Racks and lockers
• Showers
• Bike share facility (for residents or employers)
• No parking provision
• Unbundling of parking – whe re applicable
• Shared parking and parking cash-o ut
programs
• Guaranteed ride home
• Flexible schedule
• Company HR policies
• Carpool parking
• Preferential parking
14 Vehicle Miles Traveled (VMT) Banking Fee Program
• The purpose of the VMT Banking Fee Program is to provide a tool for V
MT mitigation over and above TDM Measures
• Caltrans projects will require City VMT mitigation projects for new in
terchanges (i.e. VMT Banking Fees)
15 Complete Streets
February 16, 2023
16 Costs of Roadway Infrastructure
• Infrastructure Type Estimated Cost
•Structures - $ 340 million
•Intersections - $ 232 million
•Roadway Segments - $ 668 million
•Intelligent Transportation Systems - $ 54 million
•Total - $ 1.294 billion
17 Discussion