Intersection
Intersection Delay, s/veh7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 81 30 3 3 36 27 7 14 1 26 10 55
Future Vol, veh/h 81 30 3 3 36 27 7 14 1 26 10 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 88 33 3 3 39 29 8 15 1 28 11 60
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.2 7.5 8.1 7.7
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 33% 0% 71% 5% 72% 0%
Vol Thru, % 67% 0% 26% 55% 28% 0%
Vol Right, % 0%100% 3% 41% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 21 1 114 66 36 55
LT Vol 7 0 81 3 26 0
Through Vol 14 0 30 36 10 0
RT Vol 0 1 3 27 0 55
Lane Flow Rate 23 1 124 72 39 60
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.033 0.001 0.152 0.082 0.058 0.071
Departure Headway (Hd) 5.238 4.366 4.429 4.128 5.366 4.3 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 686 822 813 872 670 836
Service Time 2.949 2.078 2.436 2.136 3.077 2.01
HCM Lane V/C Ratio 0.034 0.001 0.153 0.083 0.058 0.072
HCM Control Delay 8.1 7.1 8.2 7.5 8.4 7.3
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.5 0.3 0.2 0.2
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 3 43 19 1 11 38 1009 50 9 944 29
Future Vol, veh/h 16 3 43 19 1 11 38 1009 50 9 944 29
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 3 47 21 1 12 41 1097 54 10 1026 32
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1693 2295 529 1714 2257 549 1058 0 0 1151 0 0 Stage 1 1062 1062 - 1179 1179 - - - - - - -
Stage 2 631 1233 - 535 1078 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 60 38 494 58 41 480 654 - - 603 - -
Stage 1 239 298 - 202 262 - - - - - - -
Stage 2 436 247 - 497 293 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver54 35 494 46 38 480 654 - - 603 - -
Mov Cap-2 Maneuver54 35 - 46 38 - - - - - - -
Stage 1 224 293 - 189 245 - - - - - - -
Stage 2 397 231 - 438 288 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s57.8 104 0.4 0.1
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 654 - - 132 67 603 - -
HCM Lane V/C Ratio 0.063 - - 0.511 0.503 0.016 - -
HCM Control Delay (s) 10.9 - - 57.8 104 11.1 - -
HCM Lane LOS B - - F F B - -
HCM 95th %tile Q(veh) 0.2 - - 2.4 2 0 - -
HCM 6th TWSC
7: West Driveway & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 2.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 16 10 46 20 17
Future Vol, veh/h 46 16 10 46 20 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 50 17 11 50 22 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 67 0 131 59
Stage 1 - - - - 59 -
Stage 2 - - - - 72 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1535 - 863 1007
Stage 1 - - - - 964 -
Stage 2 - - - - 951 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1535 - 857 1007
Mov Cap-2 Maneuver - - - - 857 -
Stage 1 - - - - 964 -
Stage 2 - - - - 944 -
Approach EB WB NB
HCM Control Delay, s 0 1.3 9.1
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 920 - - 1535 -
HCM Lane V/C Ratio 0.044 - - 0.007 -
HCM Control Delay (s) 9.1 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
8: East Driveway & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 52 8 6 62 12 9
Future Vol, veh/h 52 8 6 62 12 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 57 9 7 67 13 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 66 0 143 62
Stage 1 - - - - 62 -
Stage 2 - - - - 81 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1536 - 850 1003
Stage 1 - - - - 961 -
Stage 2 - - - - 942 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1536 - 846 1003
Mov Cap-2 Maneuver - - - - 846 -
Stage 1 - - - - 961 -
Stage 2 - - - - 937 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 9.1
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 907 - - 1536 -
HCM Lane V/C Ratio 0.025 - - 0.004 -
HCM Control Delay (s) 9.1 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Queues
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 193 585 164 193 747 105 112 1172 162 80 1355 v/c Ratio 0.85 0.68 0.33 0.81 0.91 0.22 0.65 0.78 0.22 0.47 0.97 Control Delay 55.2 35.5 8.6 40.4 42.5 8.6 32.2 27.8 4.8 20.6 44.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 34.7 0.0 0.0 0.0 Total Delay 55.2 35.5 8.6 40.4 42.5 8.6 32.2 62.5 4.8 20.6 44.3 Queue Length 50th (ft) 76 158 8 77 232 20 32 307 6 22 384 Queue Length 95th (ft) #177 216 57 #149 #327 51 #91 394 43 45 #541 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 227 865 496 239 825 480 173 1497 753 172 1403 Starvation Cap Reductn 0 0 0 0 0 0 0 397 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.85 0.68 0.33 0.81 0.91 0.22 0.65 1.07 0.22 0.47 0.97 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 538 151 178 687 97 103 1078 149 74 1123 123 Future Volume (veh/h) 178 538 151 178 687 97 103 1078 149 74 1123 123 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 193 585 164 193 747 105 112 1172 162 80 1221 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 245 865 386 275 825 368 187 1452 648 207 1296 142 Arrive On Green 0.09 0.24 0.24 0.03 0.08 0.08 0.06 0.41 0.41 0.05 0.40 0.40 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3230 353 Grp Volume(v), veh/h 193 585 164 193 747 105 112 1172 162 80 670 685 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1807 Q Serve(g_s), s 7.9 13.4 7.9 7.0 18.8 5.6 3.5 26.2 6.1 2.5 32.6 32.9 Cycle Q Clear(g_c), s 7.9 13.4 7.9 7.0 18.8 5.6 3.5 26.2 6.1 2.5 32.6 32.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 245 865 386 275 825 368 187 1452 648 207 713 725 V/C Ratio(X) 0.79 0.68 0.43 0.70 0.91 0.29 0.60 0.81 0.25 0.39 0.94 0.95 Avail Cap(c_a), veh/h 245 869 387 275 829 370 187 1452 648 219 713 725 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.75 0.75 0.75 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 30.8 28.7 28.2 40.6 34.5 21.3 23.5 17.5 18.9 25.9 26.0 Incr Delay (d2), s/veh 15.8 2.1 0.7 5.9 10.6 0.3 4.0 3.9 0.7 1.2 20.5 21.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 5.9 3.0 1.1 10.1 2.3 1.5 11.2 2.3 1.0 17.1 17.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 32.9 29.5 34.1 51.1 34.8 25.3 27.4 18.3 20.1 46.4 47.1 LnGrp LOS D C C C D C C C B C D D
Approach Vol, veh/h 942 1045 1446 1435
Approach Delay, s/veh 34.1 46.3 26.2 45.2
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 41.8 12.0 26.9 10.0 41.1 13.0 25.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 36.0 7.0 22.0 5.0 36.0 8.0 21.0 Max Q Clear Time (g_c+I1), s4.5 28.2 9.0 15.4 5.5 34.9 9.9 20.8 Green Ext Time (p_c), s 0.0 5.0 0.0 2.5 0.0 0.9 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Queues
2: Pomona Ave & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 58 744 63 968 27 34 71 159
v/c Ratio 0.43 0.49 0.30 0.64 0.05 0.04 0.09 0.21
Control Delay 36.1 26.7 18.1 20.9 17.9 17.5 5.5 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 26.7 18.1 20.9 17.9 17.5 5.5 11.8
Queue Length 50th (ft) 33 214 23 215 8 10 0 30
Queue Length 95th (ft) m55 267 42 208 29 34 28 86
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 263 2921 411 2932 541 856 765 769
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.25 0.15 0.33 0.05 0.04 0.09 0.21 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 630 54 58 846 44 25 31 65 36 23 87 Future Volume (veh/h) 53 630 54 58 846 44 25 31 65 36 23 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 58 685 59 63 920 48 27 34 71 39 25 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 187 1360 117 228 1411 74 665 894 758 204 145 445 Arrive On Green 0.14 0.14 0.14 0.41 0.41 0.41 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 550 3311 285 678 3436 179 1205 1870 1585 323 304 930 Grp Volume(v), veh/h 58 367 377 63 476 492 27 34 71 159 0 0 Grp Sat Flow(s),veh/h/ln 550 1777 1819 678 1777 1838 1205 1870 1585 1557 0 0 Q Serve(g_s), s 9.2 17.3 17.3 7.2 19.4 19.4 0.0 0.9 2.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 28.6 17.3 17.3 24.5 19.4 19.4 0.9 0.9 2.2 4.9 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.10 1.00 1.00 0.25 0.60
Lane Grp Cap(c), veh/h 187 730 747 228 730 755 665 894 758 794 0 0 V/C Ratio(X) 0.31 0.50 0.50 0.28 0.65 0.65 0.04 0.04 0.09 0.20 0.00 0.00 Avail Cap(c_a), veh/h 420 1481 1516 515 1481 1532 665 894 758 794 0 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.80 0.34 0.34 0.34 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.7 30.4 30.4 30.3 21.3 21.3 12.5 12.5 12.8 13.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.4 0.4 0.2 0.3 0.3 0.1 0.1 0.2 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 8.2 8.4 1.2 7.8 8.0 0.3 0.4 0.8 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 30.8 30.8 30.5 21.7 21.7 12.6 12.6 13.1 14.1 0.0 0.0 LnGrp LOS D C C C C C B B B B A A
Approach Vol, veh/h 802 1031 132 159
Approach Delay, s/veh 31.9 22.2 12.8 14.1
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 48.0 42.0 48.0 42.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 4.2 30.6 6.9 26.5
Green Ext Time (p_c), s 0.0 6.4 0.0 8.7
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Queues
3: Lemon St & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 97 559 129 337 779 112 143 816 229 75 869 v/c Ratio 0.42 0.73 0.27 0.67 0.92 0.22 0.72 0.69 0.36 0.38 0.80 Control Delay 36.6 34.9 4.0 39.0 47.8 2.7 49.6 28.2 8.8 27.2 32.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 34.9 4.0 39.0 47.8 2.7 49.6 28.2 8.8 27.2 32.6 Queue Length 50th (ft) 44 133 0 82 201 0 45 197 22 22 211 Queue Length 95th (ft) 88 187 26 125 #310 17 #120 #266 76 48 #313 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 272 840 501 513 847 504 198 1188 643 199 1082 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.67 0.26 0.66 0.92 0.22 0.72 0.69 0.36 0.38 0.80 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 514 119 310 717 103 132 751 211 69 712 87 Future Volume (veh/h) 89 514 119 310 717 103 132 751 211 69 712 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 97 559 129 337 779 112 143 816 229 75 774 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 156 704 314 420 844 376 358 955 426 371 872 107 Arrive On Green 0.09 0.20 0.20 0.13 0.24 0.24 0.15 0.27 0.27 0.15 0.27 0.27 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3186 391 Grp Volume(v), veh/h 97 559 129 337 779 112 143 816 229 75 432 437 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1800 Q Serve(g_s), s 4.4 12.0 5.7 8.2 17.1 4.6 0.6 17.4 9.9 0.0 18.6 18.7 Cycle Q Clear(g_c), s 4.4 12.0 5.7 8.2 17.1 4.6 0.6 17.4 9.9 0.0 18.6 18.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 156 704 314 420 844 376 358 955 426 371 486 493 V/C Ratio(X) 0.62 0.79 0.41 0.80 0.92 0.30 0.40 0.85 0.54 0.20 0.89 0.89 Avail Cap(c_a), veh/h 274 844 376 517 844 376 358 1022 456 371 511 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 30.5 28.0 33.7 29.8 25.0 29.0 27.8 25.0 28.1 27.9 27.9 Incr Delay (d2), s/veh 3.6 4.0 0.8 7.3 15.5 0.4 0.7 9.7 4.8 0.3 20.7 20.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 5.3 2.2 3.5 8.8 1.7 2.4 8.4 4.1 1.2 10.3 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 34.5 28.8 41.0 45.3 25.5 29.7 37.4 29.8 28.4 48.6 48.4 LnGrp LOS D C C D D C C D C C D D
Approach Vol, veh/h 785 1228 1188 944
Approach Delay, s/veh 34.1 42.3 35.0 46.9
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.1 26.5 15.6 20.8 16.7 26.9 12.4 24.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 23.0 13.0 19.0 5.0 23.0 13.0 19.0 Max Q Clear Time (g_c+I1), s2.0 19.4 10.2 14.0 2.6 20.7 6.4 19.1 Green Ext Time (p_c), s 0.0 2.0 0.3 1.9 0.1 1.3 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 53 57 76 41 51 1368 70 52 1462 64 v/c Ratio 0.29 0.19 0.43 0.14 0.20 0.60 0.07 0.19 0.64 0.06 Control Delay 30.6 2.8 34.6 0.9 7.8 10.4 1.0 6.7 11.1 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0
Total Delay 30.6 2.8 34.6 0.9 7.8 10.4 1.0 6.7 12.4 0.8 Queue Length 50th (ft) 21 0 31 0 5 187 0 5 210 0
Queue Length 95th (ft) 49 8 65 0 15 294 8 16 328 6
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 361 488 354 488 256 2270 1054 281 2270 1054 Starvation Cap Reductn 0 0 0 0 0 0 0 0 548 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.12 0.21 0.08 0.20 0.60 0.07 0.19 0.85 0.06 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 17 52 54 16 38 47 1259 64 48 1345 59 Future Volume (veh/h) 32 17 52 54 16 38 47 1259 64 48 1345 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 35 18 57 59 17 41 51 1368 70 52 1462 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 85 27 408 91 15 408 254 1553 693 287 1595 711 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.08 0.44 0.44 0.09 0.45 0.45 Sat Flow, veh/h 0 107 1585 0 60 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 53 0 57 76 0 41 51 1368 70 52 1462 64 Grp Sat Flow(s),veh/h/ln 107 0 1585 60 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 1.9 0.0 0.0 1.4 0.0 24.7 1.8 0.0 27.0 1.6 Cycle Q Clear(g_c), s 18.0 0.0 1.9 18.0 0.0 1.4 0.0 24.7 1.8 0.0 27.0 1.6 Prop In Lane 0.66 1.00 0.78 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 0 408 107 0 408 254 1553 693 287 1595 711 V/C Ratio(X) 0.47 0.00 0.14 0.71 0.00 0.10 0.20 0.88 0.10 0.18 0.92 0.09 Avail Cap(c_a), veh/h 113 0 408 107 0 408 254 1625 725 287 1625 725 HCM Platoon Ratio 1.00 1.00 1.00 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 0.34 0.34 0.34 Uniform Delay (d), s/veh 25.9 0.0 20.0 31.4 0.0 19.8 29.0 18.0 11.6 27.2 18.1 11.1 Incr Delay (d2), s/veh 3.0 0.0 0.2 19.8 0.0 0.1 0.4 7.5 0.3 0.1 3.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.7 1.8 0.0 0.5 0.8 10.6 0.6 0.8 10.6 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 0.0 20.2 51.2 0.0 19.9 29.4 25.5 11.9 27.3 21.9 11.2 LnGrp LOS C A C D A B C C B C C B
Approach Vol, veh/h 110 117 1489 1578
Approach Delay, s/veh 24.4 40.3 25.0 21.6
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.4 35.6 23.0 10.6 36.4 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 32.0 18.0 5.0 32.0 18.0
Max Q Clear Time (g_c+I1), s2.0 26.7 20.0 2.0 29.0 20.0 Green Ext Time (p_c), s 0.0 3.9 0.0 0.0 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Intersection
Intersection Delay, s/veh8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 49 1 4 67 25 6 23 6 29 11 85
Future Vol, veh/h 53 49 1 4 67 25 6 23 6 29 11 85
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 58 53 1 4 73 27 7 25 7 32 12 92
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.3 8 8 7.9
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 21% 0% 51% 4% 72% 0%
Vol Thru, % 79% 0% 48% 70% 28% 0%
Vol Right, % 0%100% 1% 26% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 6 103 96 40 85
LT Vol 6 0 53 4 29 0
Through Vol 23 0 49 67 11 0
RT Vol 0 6 1 25 0 85
Lane Flow Rate 32 7 112 104 43 92
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.046 0.008 0.142 0.125 0.066 0.112
Departure Headway (Hd) 5.265 4.457 4.558 4.327 5.438 4.369 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 682 804 789 831 660 822
Service Time 2.987 2.178 2.573 2.343 3.156 2.087
HCM Lane V/C Ratio 0.047 0.009 0.142 0.125 0.065 0.112
HCM Control Delay 8.2 7.2 8.3 8 8.5 7.6
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.5 0.4 0.2 0.4
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 1 62 7 0 8 50 1054 24 3 1086 34
Future Vol, veh/h 19 1 62 7 0 8 50 1054 24 3 1086 34
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 21 1 67 8 0 9 54 1146 26 3 1180 37
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1886 2485 609 1851 2477 573 1217 0 0 1172 0 0 Stage 1 1205 1205 - 1254 1254 - - - - - - -
Stage 2 681 1280 - 597 1223 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 43 29 438 46 29 463 569 - - 592 - -
Stage 1 195 255 - 182 242 - - - - - - -
Stage 2 407 235 - 456 250 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver39 26 438 35 26 463 569 - - 592 - -
Mov Cap-2 Maneuver39 26 - 35 26 - - - - - - -
Stage 1 176 254 - 165 219 - - - - - - -
Stage 2 361 213 - 382 249 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s88 72.6 0.5 0
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 569 - - 123 69 592 - -
HCM Lane V/C Ratio 0.096 - - 0.725 0.236 0.006 - -
HCM Control Delay (s) 12 - - 88 72.6 11.1 - -
HCM Lane LOS B - - F F B - -
HCM 95th %tile Q(veh) 0.3 - - 4 0.8 0 - -
HCM 6th TWSC
7: West Driveway & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 65 25 16 77 18 15
Future Vol, veh/h 65 25 16 77 18 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 71 27 17 84 20 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 98 0 203 85
Stage 1 - - - - 85 -
Stage 2 - - - - 118 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1495 - 786 974
Stage 1 - - - - 938 -
Stage 2 - - - - 907 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1495 - 777 974
Mov Cap-2 Maneuver - - - - 777 -
Stage 1 - - - - 938 -
Stage 2 - - - - 896 -
Approach EB WB NB
HCM Control Delay, s 0 1.3 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 856 - - 1495 -
HCM Lane V/C Ratio 0.042 - - 0.012 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
8: East Driveway & Santa Fe Ave 04/04/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 74 13 10 73 10 8
Future Vol, veh/h 74 13 10 73 10 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 80 14 11 79 11 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 94 0 188 87
Stage 1 - - - - 87 -
Stage 2 - - - - 101 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1500 - 801 971
Stage 1 - - - - 936 -
Stage 2 - - - - 923 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1500 - 795 971
Mov Cap-2 Maneuver - - - - 795 -
Stage 1 - - - - 936 -
Stage 2 - - - - 916 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 865 - - 1500 -
HCM Lane V/C Ratio 0.023 - - 0.007 -
HCM Control Delay (s) 9.3 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix G
VMT Screening Tool Report
TRANSPORATION ASSESSMENT POLICIES AND PROCEEDURES
(TAPP) WORKSHEET
PROJECT NUMBER TBD
PROJECT NAME WestPark Fullerton Station
PROJECT LOCATION 200 E. Santa Fe Avenue / 215 E. Santa Fe Avenue APN(s) 033-030-18, 033-032-04, 033-032-28, 033-032-27
PROJECT PLANNER Bradley Misner
PROPOSED LAND USES 286 multi-family residential units, 140 room hotel, & 3,570 retail in two separate buildings.
EXISTING LAND USES
TO BE REMOVED
Existing parking structure and surface parking lots
VMT SCREENING
☐Project is exempt from
CEQA; therefore, a VMT
Analysis is not required.
☒Project passes Primary
and Secondary Screening;
therefore, a VMT Analysis
is not required.
☐Project fails screening;
therefore, a VMT Analysis
is required.
Primary Screening
The Proposed Project:
☒Located in a Transit Priority Area
☐Located in a Low VMT-generating area
☐Project type is presumed to have a less than significant impact ☐Project generates less than 836 VMT
If any of the above boxes are checked, the project passes Primary Screening and the Project Planner completes applicable Secondary Screening.
Secondary Screening – Transit Priority Area
The Proposed Project:
☐Has a Floor Area Ratio (FAR) of less than 0.75
☐Is overparked in relation to City Code.
☐Is inconsistent with the applicable Sustainable Communities Strategy ☐Replaces affordable residential units with a smaller number of moderate- or high-income residential units.
If any of the above boxes are checked, the project fails Secondary Screening.
Secondary Screening – Low VMT-generating Area
The Proposed Project:
☐Is inconsistent with the existing land use1 (i.e. if the project is proposing single-family housing, there should be existing single-family housing of approximately the same density); or
☐Has a unique attribute that would otherwise be misrepresented utilizing the data from the travel demand model such as including land uses that would alter the existing built environment in such a way as to increase the rate or length of vehicle trips.
If any of the above boxes are checked, the project fails Secondary Screening.
1 Residential and office projects located within a low VMT area may be presumed to have a less than significant impact absent substantial evidence to the contrary. In addition, other employment - related and mixed- use land use projects may qualify for the use of screening if the project can reasonably be expected to generate VMT per service population that is similar to the existing land uses in the low VMT area.
VMT ANALYSIS
☒Preliminary project
analysis reveals no
probable VMT impact,
therefore, no further
study is required.
☐Project may have a
VMT impact and thus a
VMT Analysis is required.
The Proposed Project:
Estimated Daily Trips: 4,278
Average Trip Length: 7.0
Service Population 908
VMT per Service Population: 32.9
VMT Credit: 0
Target VMT per Service Population Threshold: 29.6
Percentage above/below VMT Target: 11.15%
City Traffic Engineer’s Finding:
The proposed project demolishe s a City parking structure and surface parking lot to construct t wo separate buildings over multiple lots in the vicinity of the Fullerton Station. The proposed project will replace existing public parking in- kind and include multi-family residential units, a hotel, and retail. The proposed project is located within a Transit Priority Area (TPA), will have a f loor area ra tio greater than 0.75, and will not be overparked as to City Code. Consistent with the City of Fullerton TAPP and the State of California’s Technical Advisory on Evaluating Transportation Impacts in CEQA , the project is presumed have a less -than-significant transportation impact. The implementation of the proposed project will result an increase in trips and VMT over the existing parking facilities; however, the resulting VMT is anticipated to be acceptable in consideration of the State’s environmental and housing goals. Therefore, based on this review it is reasonable to conclude that the proposed project will have no probable VMT impact and thus no further study is required.
LOS SCREENING
☐Project is not expected
to have an effect on
transportation; therefore,
a LOS Analysis is not
required.
☒Project fails screening
and may have a potential
effect on transportation;
therefore, a LOS Analysis
is required.
The Proposed Project:
Peak Hour Trip Generation: AM: 146
PM: 166
Peak Hour Trip Credit: AM: 0
PM: 0
Proposed Project Net Peak Trip Generation: AM: 146 PM: 166
☒AM or PM peak hour trip generation is anticipated to exceed 40 net new vehicle trips.
☐The combination of land use and location necessitates further study.
If any of the above boxes are checked, the project fails LOS Screening.
Approved by:
David Roseman
City Traffic Engineer
September 23, 2022
Project Information Project Trips and VMT Information
Project Name Opening Year
2026 VMT Methodology Origin Destination (OD)
Parcel Number ( OCTAM TAZ#114 )
Daily Trips: 4278 Average Trip Length: 7.0 Service Population: 908 Screening Criteria for Fullerton
Is the project location in a Transit Priority Area? Yes Project VMT Thresholds Comparison Is the project location in a low VMT generating zone? No OPR Guidance (15% Below Existing) Is the Project one of these land use types? No GHG Reduction Targets (14.3% Below Existing) (show land use types) Below Existing
Does the project generate fewer than 836 VMT? No Better than General Plan Buildout (enter project land use in the section below)
The Project can be considered for screening from additional analysis.
Please refer to the ‘secondary screening checks’ table in the User Guide.
Project Land Use Information Unit
Residential : Single Family Homes 0 Dwelling Units
Residential : MultiFamily Homes 286 Dwelling Units Existing V Project VMT per service popu Chart Min29.7 32.9 20.0 Office 0.000 1,000 Sqaure Feet VMT per service populationCheckboxes Retail 3.570 1,000 Sqaure Feet FALSE OPR Guid 25.2 25.2 25.2 25.2FALSE GHG Red 25.4 25.4 25.4 25.4 Industrial 0.000 1,000 Sqaure Feet FALSE Below Exis 29.7 29.7 29.7 29.7TRUE Maximum 29.6 29.6 29.6 29.6 Private School 0 Students
University 0 Students
Entertainment 0.000 1,000 Sqaure Feet
Hotel 124 Rooms
033-032-04, 033-032-28, 033-032-27, 033-030-18
Parkwest Fullerton Station
29.7 32.9
01234
56 78
910111213
141516
171819
2021222324252627282930
3132
333435
Existing VMT per service population Project VMT per service population North Orange County Collaborative VMT Traffic Study Screening Tool VMT per service population 32.9
29.6 012345678910
11 12131415
161718
192021
22232425
262728293031323334
VMT Comparison
GPB
NOCC+
April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix H
Synchro Reports – Opening Year and Horizon Year with Improvement Conditions
Queues
6: Lemon St & Santa Fe Ave 03/29/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report
Lane Group EBT WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 65 32 39 1034 51 9 996
v/c Ratio 0.23 0.13 0.09 0.37 0.04 0.02 0.36
Control Delay 11.1 14.6 3.9 3.5 1.8 3.4 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.1 14.6 3.9 3.5 1.8 3.4 3.4
Queue Length 50th (ft) 5 5 3 49 1 1 46
Queue Length 95th (ft) 29 22 12 90 9 4 85
Internal Link Dist (ft) 189 96 196 313
Turn Bay Length (ft) 120 60 80
Base Capacity (vph) 855 838 522 3539 1583 497 3522
Starvation Cap Reductn 0 0 0 0 0 0 369
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.04 0.07 0.29 0.03 0.02 0.32
Intersection Summary
HCM 6th Signalized Intersection Summary
6: Lemon St & Santa Fe Ave 03/29/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 3 41 18 1 10 36 951 47 8 889 28 Future Volume (veh/h) 16 3 41 18 1 10 36 951 47 8 889 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 3 45 20 1 11 39 1034 51 9 966 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 185 9 101 280 9 50 500 2174 970 472 2153 67
Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 389 100 1098 950 93 546 565 3554 1585 520 3518 109 Grp Volume(v), veh/h 65 0 0 32 0 0 39 1034 51 9 488 508 Grp Sat Flow(s),veh/h/ln 1586 0 0 1590 0 0 565 1777 1585 520 1777 1851 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 1.2 4.8 0.4 0.3 4.5 4.5 Cycle Q Clear(g_c), s 1.1 0.0 0.0 0.5 0.0 0.0 5.7 4.8 0.4 5.1 4.5 4.5 Prop In Lane 0.26 0.69 0.62 0.34 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 295 0 0 339 0 0 500 2174 970 472 1087 1132 V/C Ratio(X) 0.22 0.00 0.00 0.09 0.00 0.00 0.08 0.48 0.05 0.02 0.45 0.45 Avail Cap(c_a), veh/h 1245 0 0 1226 0 0 1261 6958 3103 1172 3479 3623 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.0 0.0 0.0 12.8 0.0 0.0 4.7 3.2 2.4 4.6 3.2 3.2 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 0.0 0.1 0.2 0.0 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.2 0.0 0.0 0.1 0.3 0.0 0.0 0.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.4 0.0 0.0 12.9 0.0 0.0 4.7 3.4 2.4 4.6 3.4 3.4 LnGrp LOS B A A B A A A A A A A A
Approach Vol, veh/h 65 32 1124 1005
Approach Delay, s/veh 13.4 12.9 3.4 3.5
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 23.1 7.3 23.1 7.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 59.5 21.5 59.5 21.5
Max Q Clear Time (g_c+I1), s 7.7 3.1 7.1 2.5
Green Ext Time (p_c), s 10.9 0.2 8.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 3.8
HCM 6th LOS A
Queues
6: Lemon St & Santa Fe Ave 03/29/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report
Lane Group EBT WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 86 17 52 1079 25 3 1148
v/c Ratio 0.30 0.07 0.17 0.42 0.02 0.01 0.45
Control Delay 11.0 9.6 5.1 4.2 2.1 3.3 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 9.6 5.1 4.2 2.1 3.3 4.4
Queue Length 50th (ft) 5 0 4 52 1 0 56
Queue Length 95th (ft) 34 12 17 99 6 2 108
Internal Link Dist (ft) 189 96 196 313
Turn Bay Length (ft) 120 60 80
Base Capacity (vph) 802 728 421 3539 1583 460 3522
Starvation Cap Reductn 0 0 0 0 0 0 354
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.02 0.12 0.30 0.02 0.01 0.36
Intersection Summary
HCM 6th Signalized Intersection Summary
6: Lemon St & Santa Fe Ave 03/29/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 1 59 7 0 8 48 993 23 3 1023 33 Future Volume (veh/h) 19 1 59 7 0 8 48 993 23 3 1023 33 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 1 64 8 0 9 52 1079 25 3 1112 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 165 5 106 214 15 80 446 2278 1016 461 2252 73 Arrive On Green 0.09 0.09 0.09 0.09 0.00 0.09 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 344 53 1156 616 159 872 490 3554 1585 511 3513 114 Grp Volume(v), veh/h 86 0 0 17 0 0 52 1079 25 3 562 586 Grp Sat Flow(s),veh/h/ln 1553 0 0 1647 0 0 490 1777 1585 511 1777 1850 Q Serve(g_s), s 1.5 0.0 0.0 0.0 0.0 0.0 2.1 5.3 0.2 0.1 5.6 5.6 Cycle Q Clear(g_c), s 1.8 0.0 0.0 0.3 0.0 0.0 7.7 5.3 0.2 5.4 5.6 5.6 Prop In Lane 0.24 0.74 0.47 0.53 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 276 0 0 308 0 0 446 2278 1016 461 1139 1186 V/C Ratio(X) 0.31 0.00 0.00 0.06 0.00 0.00 0.12 0.47 0.02 0.01 0.49 0.49 Avail Cap(c_a), veh/h 1117 0 0 1105 0 0 998 6278 2800 1036 3139 3268 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.7 0.0 0.0 14.0 0.0 0.0 5.2 3.1 2.2 4.5 3.2 3.2 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.1 0.0 0.0 0.1 0.2 0.0 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 0.1 0.0 0.0 0.1 0.4 0.0 0.0 0.5 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 0.0 0.0 14.1 0.0 0.0 5.3 3.3 2.2 4.5 3.5 3.5 LnGrp LOS B A A B A A A A A A A A
Approach Vol, veh/h 86 17 1156 1151
Approach Delay, s/veh 15.3 14.1 3.3 3.5
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 26.1 7.6 26.1 7.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 59.5 21.5 59.5 21.5
Max Q Clear Time (g_c+I1), s 9.7 3.8 7.6 2.3
Green Ext Time (p_c), s 11.9 0.4 10.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A
Queues
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report
Lane Group EBT WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 67 34 41 1097 54 10 1058
v/c Ratio 0.24 0.14 0.11 0.39 0.04 0.03 0.38
Control Delay 11.6 15.4 3.9 3.5 1.7 3.2 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 15.4 3.9 3.5 1.7 3.2 3.4
Queue Length 50th (ft) 5 6 3 54 1 1 50
Queue Length 95th (ft) 31 24 12 97 9 4 92
Internal Link Dist (ft) 189 96 196 313
Turn Bay Length (ft) 120 60 80
Base Capacity (vph) 825 802 484 3539 1583 460 3522
Starvation Cap Reductn 0 0 0 0 0 0 411
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.04 0.08 0.31 0.03 0.02 0.34
Intersection Summary
HCM 6th Signalized Intersection Summary
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 3 43 19 1 11 38 1009 50 9 944 29 Future Volume (veh/h) 16 3 43 19 1 11 38 1009 50 9 944 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 3 47 21 1 12 41 1097 54 10 1026 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 173 10 102 264 11 52 477 2237 998 449 2214 69 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 361 112 1111 909 122 562 533 3554 1585 488 3518 110 Grp Volume(v), veh/h 67 0 0 34 0 0 41 1097 54 10 518 540 Grp Sat Flow(s),veh/h/ln 1584 0 0 1594 0 0 533 1777 1585 488 1777 1851 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.0 1.4 5.4 0.4 0.4 4.9 4.9 Cycle Q Clear(g_c), s 1.3 0.0 0.0 0.6 0.0 0.0 6.3 5.4 0.4 5.7 4.9 4.9 Prop In Lane 0.25 0.70 0.62 0.35 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 286 0 0 327 0 0 477 2237 998 449 1118 1165 V/C Ratio(X) 0.23 0.00 0.00 0.10 0.00 0.00 0.09 0.49 0.05 0.02 0.46 0.46 Avail Cap(c_a), veh/h 1170 0 0 1152 0 0 1123 6539 2917 1041 3269 3405 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 0.0 13.6 0.0 0.0 4.8 3.2 2.3 4.7 3.1 3.1 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 0.0 0.1 0.2 0.0 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.2 0.0 0.0 0.1 0.4 0.0 0.0 0.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.3 0.0 0.0 13.7 0.0 0.0 4.9 3.4 2.3 4.8 3.4 3.4 LnGrp LOS B A A B A A A A A A A A
Approach Vol, veh/h 67 34 1192 1068
Approach Delay, s/veh 14.3 13.7 3.4 3.4
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.9 7.5 24.9 7.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 59.5 21.5 59.5 21.5
Max Q Clear Time (g_c+I1), s 8.3 3.3 7.7 2.6
Green Ext Time (p_c), s 12.0 0.3 9.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A
Queues
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Lane Group EBT WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 89 17 54 1146 26 3 1217
v/c Ratio 0.31 0.07 0.19 0.44 0.02 0.01 0.47
Control Delay 11.5 10.2 5.4 4.2 2.0 3.0 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.5 10.2 5.4 4.2 2.0 3.0 4.4
Queue Length 50th (ft) 6 0 4 57 1 0 62
Queue Length 95th (ft) 36 13 18 108 6 2 118
Internal Link Dist (ft) 189 96 196 313
Turn Bay Length (ft) 120 60 80
Base Capacity (vph) 776 733 386 3539 1583 425 3522
Starvation Cap Reductn 0 0 0 0 0 0 402
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.02 0.14 0.32 0.02 0.01 0.39
Intersection Summary
HCM 6th Signalized Intersection Summary
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year PM with Project 4:39 pm 03/08/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 1 62 7 0 8 50 1054 24 3 1086 34 Future Volume (veh/h) 19 1 62 7 0 8 50 1054 24 3 1086 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 1 67 8 0 9 54 1146 26 3 1180 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 153 6 106 201 17 79 423 2343 1045 438 2319 73 Arrive On Green 0.09 0.09 0.09 0.09 0.00 0.09 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 323 61 1169 596 182 875 459 3554 1585 479 3517 110 Grp Volume(v), veh/h 89 0 0 17 0 0 54 1146 26 3 596 621 Grp Sat Flow(s),veh/h/ln 1553 0 0 1654 0 0 459 1777 1585 479 1777 1851 Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 0.0 2.5 5.8 0.2 0.1 6.2 6.2 Cycle Q Clear(g_c), s 2.0 0.0 0.0 0.3 0.0 0.0 8.7 5.8 0.2 6.0 6.2 6.2 Prop In Lane 0.24 0.75 0.47 0.53 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 264 0 0 297 0 0 423 2343 1045 438 1172 1220 V/C Ratio(X) 0.34 0.00 0.00 0.06 0.00 0.00 0.13 0.49 0.02 0.01 0.51 0.51 Avail Cap(c_a), veh/h 1045 0 0 1034 0 0 879 5871 2618 913 2935 3057 HCM Platoon Ratio 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.8 0.0 0.0 15.0 0.0 0.0 5.4 3.1 2.1 4.6 3.1 3.1 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.1 0.0 0.0 0.1 0.2 0.0 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 0.1 0.0 0.0 0.2 0.5 0.0 0.0 0.6 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.5 0.0 0.0 15.1 0.0 0.0 5.5 3.2 2.1 4.6 3.5 3.5 LnGrp LOS B A A B A A A A A A A A
Approach Vol, veh/h 89 17 1226 1220
Approach Delay, s/veh 16.5 15.1 3.3 3.5
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.2 7.8 28.2 7.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 59.5 21.5 59.5 21.5
Max Q Clear Time (g_c+I1), s 10.7 4.0 8.2 2.3
Green Ext Time (p_c), s 13.1 0.4 11.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A