Attachment 5
551
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
2: Kathleen Ln & Trenton Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 1065 1347 0 0 2
Future Vol, veh/h 4 1065 1347 0 0 2
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 4 1158 1464 0 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1465 0 - 0 2052 733
Stage 1 - - - - 1465 -
Stage 2 - - - - 587 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 467 - - - 49 368
Stage 1 - - - - 182 -
Stage 2 - - - - 524 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 467 - - - 48 368
Mov Cap-2 Maneuver - - - - 48 -
Stage 1 - - - - 180 -
Stage 2 - - - - 523 -
Approach EB WB SB
HCM Control Delay, s 0 0 14.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 467 - - - 368
HCM Lane V/C Ratio 0.009 - - - 0.006
HCM Control Delay (s) 12.8 - - - 14.8
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0 - - - 0
Attachment 5
552
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1064 1 2 1343 4 1
Future Vol, veh/h 1064 1 2 1343 4 1
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 00200
Mvmt Flow 1157 1 2 1460 4 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1159 0 1892 580
Stage 1 - - - - 1158 -
Stage 2 - - - - 734 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 610 - 63 463
Stage 1 - - - - 265 -
Stage 2 - - - - 441 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 609 - 63 463
Mov Cap-2 Maneuver - - - - 63 -
Stage 1 - - - - 265 -
Stage 2 - - - - 440 -
Approach EB WB NB
HCM Control Delay, s 0 0 56
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 76 - - 609 -
HCM Lane V/C Ratio 0.072 - - 0.004 -
HCM Control Delay (s) 56 - - 10.9 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Attachment 5
553
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 1047 1341 4 2 4
Future Vol, veh/h 18 1047 1341 4 2 4
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 20 1138 1458 4 2 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1463 0 - 0 2068 730
Stage 1 - - - - 1459 -
Stage 2 - - - - 609 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 468 - - - 48 369
Stage 1 - - - - 183 -
Stage 2 - - - - 511 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 468 - - - 46 369
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 175 -
Stage 2 - - - - 510 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 39.8
HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 468 - - - 110
HCM Lane V/C Ratio 0.042 - - - 0.059
HCM Control Delay (s) 13 - - - 39.8
HCM Lane LOS B - - - E
HCM 95th %tile Q(veh) 0.1 - - - 0.2
Attachment 5
554
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 6 1043 1337 3 0 8
Future Vol, veh/h 6 1043 1337 3 0 8
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 7 1134 1453 3 0 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1457 0 - 0 2035 728
Stage 1 - - - - 1454 -
Stage 2 - - - - 581 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 470 - - - 51 370
Stage 1 - - - - 185 -
Stage 2 - - - - 528 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 470 - - - 50 370
Mov Cap-2 Maneuver - - - - 50 -
Stage 1 - - - - 182 -
Stage 2 - - - - 527 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 470 - - - 370
HCM Lane V/C Ratio 0.014 - - - 0.024
HCM Control Delay (s) 12.8 - - - 15
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
Attachment 5
555
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1041 2 1 1339 1 0
Future Vol, veh/h 1041 2 1 1339 1 0
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 00200
Mvmt Flow 1119 2 1 1440 1 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1122 0 1842 561
Stage 1 - - - - 1120 -
Stage 2 - - - - 722 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 630 - 68 476
Stage 1 - - - - 278 -
Stage 2 - - - - 447 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 629 - 68 476
Mov Cap-2 Maneuver - - - - 68 -
Stage 1 - - - - 278 -
Stage 2 - - - - 446 -
Approach EB WB NB
HCM Control Delay, s 0 0 58.8
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 68 - - 629 -
HCM Lane V/C Ratio 0.016 - - 0.002 -
HCM Control Delay (s) 58.8 - - 10.7 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0 - - 0 -
Attachment 5
556
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 950 12 17 1256 85 16 38 16 44 30 68 Future Volume (veh/h) 79 950 12 17 1256 85 16 38 16 44 30 68 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1673 1700 1700 1673 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 86 1033 11 18 1365 78 17 41 3 48 33 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 020020000000
Cap, veh/h 170 2158 957 90 2000 906 326 225 16 327 175 58 Arrive On Green 0.11 0.68 0.68 0.06 0.63 0.63 0.14 0.14 0.09 0.14 0.14 0.14 Sat Flow, veh/h 1619 3180 1410 1619 3180 1440 1384 1565 115 1384 1213 404 Grp Volume(v), veh/h 86 1033 11 18 1365 78 17 0 44 48 0 44 Grp Sat Flow(s),veh/h/ln 1619 1590 1410 1619 1590 1440 1384 0 1679 1384 0 1618 Q Serve(g_s), s 2.3 7.0 0.1 0.5 12.6 1.0 0.5 0.0 1.0 1.4 0.0 1.1 Cycle Q Clear(g_c), s 2.3 7.0 0.1 0.5 12.6 1.0 1.6 0.0 1.0 2.5 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.25
Lane Grp Cap(c), veh/h 170 2158 957 90 2000 906 326 0 242 327 0 233 V/C Ratio(X) 0.51 0.48 0.01 0.20 0.68 0.09 0.05 0.00 0.18 0.15 0.00 0.19 Avail Cap(c_a), veh/h 785 3040 1347 785 3040 1376 1363 0 1501 1365 0 1446 HCM Platoon Ratio 1.00 1.00 1.00 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 19.1 3.5 2.3 20.4 5.4 3.3 17.7 0.0 17.1 18.1 0.0 17.0 Incr Delay (d2), s/veh 0.9 0.2 0.0 0.4 0.4 0.0 0.1 0.0 0.5 0.3 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 0.8 0.6 0.0 0.2 1.7 0.1 0.1 0.0 0.4 0.4 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 3.6 2.4 20.8 5.9 3.3 17.8 0.0 17.6 18.4 0.0 17.6 LnGrp LOS B A A C AABABBAB
Approach Vol, veh/h 1130 1461 61 92
Approach Delay, s/veh 4.9 5.9 17.6 18.0
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 3.6 33.0 8.6 5.8 30.7 8.6
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 20.0 40.0 38.0 20.0 40.0 38.0 Max Q Clear Time (g_c+I1), s 2.5 9.0 3.6 4.3 14.6 4.5
Green Ext Time (p_c), s 0.0 8.1 0.4 0.0 10.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 6.1
HCM 6th LOS A
Attachment 5
557
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1005 5 3 1352 6 2
Future Vol, veh/h 1005 5 3 1352 6 2
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 00200
Mvmt Flow 1069 5 3 1438 6 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1075 0 1795 536
Stage 1 - - - - 1070 -
Stage 2 - - - - 725 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 656 - 73 494
Stage 1 - - - - 295 -
Stage 2 - - - - 446 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 655 - 73 494
Mov Cap-2 Maneuver - - - - 73 -
Stage 1 - - - - 295 -
Stage 2 - - - - 444 -
Approach EB WB NB
HCM Control Delay, s 0 0 47.6
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 93 - - 655 -
HCM Lane V/C Ratio 0.092 - - 0.005 -
HCM Control Delay (s) 47.6 - - 10.5 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.3 - - 0 -
Attachment 5
558
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 98 909 1313 102 61 42
Future Volume (veh/h) 98 909 1313 102 61 42
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1700 1673 1673 1700 1700 1700
Adj Flow Rate, veh/h 102 947 1368 91 54 55
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022000
Cap, veh/h 193 2464 2003 888 203 181
Arrive On Green 0.12 0.77 0.63 0.63 0.13 0.13
Sat Flow, veh/h 1619 3263 3263 1409 1619 1441
Grp Volume(v), veh/h 102 947 1368 91 54 55
Grp Sat Flow(s),veh/h/ln 1619 1590 1590 1409 1619 1441
Q Serve(g_s), s 2.6 4.1 12.1 1.1 1.3 1.5
Cycle Q Clear(g_c), s 2.6 4.1 12.1 1.1 1.3 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 2464 2003 888 203 181
V/C Ratio(X) 0.53 0.38 0.68 0.10 0.27 0.30
Avail Cap(c_a), veh/h 821 3182 3182 1410 1407 1252
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.9 1.6 5.2 3.2 17.1 17.2
Incr Delay (d2), s/veh 0.8 0.1 0.4 0.1 1.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 0.1 0.5 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 1.7 5.6 3.2 18.1 18.5
LnGrp LOS BAAABB
Approach Vol, veh/h 1049 1459 109
Approach Delay, s/veh 3.3 5.5 18.3
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 6.3 29.5 7.4 35.7
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 40.0 35.0 40.0
Max Q Clear Time (g_c+I1), s 4.6 14.1 3.5 6.1
Green Ext Time (p_c), s 0.1 9.9 0.5 7.4
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Attachment 5
559
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 838 132 240 1274 141 312
Future Volume (vph) 838 132 240 1274 141 312
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 1583 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 1583 3167 1568 1403
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 891 140 255 1355 150 332
RTOR Reduction (vph) 0 23 0 0 0 285
Lane Group Flow (vph) 891 117 255 1355 150 47
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 81.3 81.3 23.7 111.0 15.0 15.0
Effective Green, g (s) 86.3 86.3 28.7 116.0 20.0 20.0
Actuated g/C Ratio 0.62 0.62 0.20 0.83 0.14 0.14
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1952 861 324 2624 224 200
v/s Ratio Prot 0.28 c0.16 c0.43 c0.10 0.03
v/s Ratio Perm 0.08
v/c Ratio 0.46 0.14 0.79 0.52 0.67 0.24
Uniform Delay, d1 14.3 11.2 52.8 3.6 56.9 53.2
Progression Factor 1.00 1.00 0.86 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.3 8.0 0.5 5.8 0.2
Delay (s) 15.1 11.6 53.3 4.1 62.6 53.5
Level of Service B B D A E D
Approach Delay (s) 14.6 11.9 56.3
Approach LOS B B E
Intersection Summary
HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Attachment 5
560
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 1120 22 2 1489 13 6 0 6 9 0 19
Future Vol, veh/h 8 1120 22 2 1489 13 6 0 6 9 0 19
Conflicting Peds, #/hr 1 01101000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
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 20022000333
Mvmt Flow 9 1217 24 2 1618 14 7 0 7 10 0 21
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1633 0 0 1242 0 0 2049 2873 610 2250 2883 810 Stage 1 - ----- 1236 1236 - 1623 1623 -
Stage 2 - - - - - - 813 1637 - 627 1260 -
Critical Hdwy 4.14 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.56 5.56 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.56 5.56 -
Follow-up Hdwy 2.22 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 393 - - 568 - - 33 17 442 22 16 321
Stage 1 - - - - - - 190 250 - 106 158 -
Stage 2 - - - - - - 343 160 - 436 238 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 393 - - 567 - - 30 17 442 21 16 321
Mov Cap-2 Maneuver - - - - - - 30 17 - 21 16 -
Stage 1 - - - - - - 185 244 - 103 157 -
Stage 2 - - - - - - 320 159 - 420 232 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0 87.8 125.1
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 56 393 - - 567 - - 57
HCM Lane V/C Ratio 0.233 0.022 - - 0.004 - - 0.534
HCM Control Delay (s) 87.8 14.4 - - 11.4 - - 125.1
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 0.8 0.1 - - 0 - - 2.1
Attachment 5
561
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Santiago Canyon Road Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 706 356 73 13 996 1477 70 320 10 415 199 438 Future Volume (veh/h) 706 356 73 13 996 1477 70 320 10 415 199 438 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 735 371 68 14 1038 0 73 333 9 376 286 351 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 844 1128 205 268 1016 218 432 12 713 749 714 Arrive On Green 0.09 0.14 0.14 0.17 0.32 0.00 0.14 0.14 0.10 0.22 0.22 0.22 Sat Flow, veh/h 3092 2681 486 1594 3180 1418 1606 3186 86 3213 3373 1409 Grp Volume(v), veh/h 735 218 221 14 1038 0 73 167 175 376 286 351 Grp Sat Flow(s),veh/h/ln 1546 1590 1578 1594 1590 1418 1606 1602 1670 1606 1687 1409 Q Serve(g_s), s 32.9 17.4 17.7 1.0 44.7 0.0 5.8 14.1 14.2 14.4 10.1 23.1 Cycle Q Clear(g_c), s 32.9 17.4 17.7 1.0 44.7 0.0 5.8 14.1 14.2 14.4 10.1 23.1 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 844 669 664 268 1016 218 217 227 713 749 714 V/C Ratio(X) 0.87 0.33 0.33 0.05 1.02 0.33 0.77 0.77 0.53 0.38 0.49 Avail Cap(c_a), veh/h 881 669 664 268 1016 218 217 227 872 916 784 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) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.3 42.4 42.5 48.9 47.6 0.0 54.8 58.4 58.5 48.0 46.3 23.1 Incr Delay (d2), s/veh 8.7 1.3 1.3 0.0 33.9 0.0 0.3 13.9 13.7 0.2 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 7.6 7.7 0.4 21.7 0.0 2.3 6.5 6.8 5.7 4.2 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 43.7 43.9 48.9 81.6 0.0 55.1 72.3 72.3 48.2 46.4 23.2 LnGrp LOS E D D D F E E E D D C
Approach Vol, veh/h 1174 1052 A 415 1013
Approach Delay, s/veh 60.2 81.1 69.3 39.1
Approach LOS E F E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 40.3 46.6 33.1 24.9 62.0 20.0
Change Period (Y+Rc), s 5.0 5.5 6.0 5.5 * 6.5 5.5
Max Green Setting (Gmax), s 37.0 32.5 34.0 13.0 * 56 14.5 Max Q Clear Time (g_c+I1), s 34.9 46.7 25.1 3.0 19.7 16.2 Green Ext Time (p_c), s 0.4 0.0 1.9 0.0 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.4
HCM 6th LOS E
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.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
Attachment 5
562
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 0 42 0 1 0 134 2369 0 0 1010 193 Future Volume (veh/h) 263 0 42 0 1 0 134 2369 0 0 1010 193 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1687 1700 1700 1687 1700 Adj Flow Rate, veh/h 268 0 14 0 1 0 137 2417 0 0 1031 188 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000010010
Cap, veh/h 339 0 457 0 345 0 195 2192 0 92 1693 308
Arrive On Green 0.18 0.00 0.20 0.00 0.20 0.00 0.12 0.68 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1435 0 1418 0 1700 0 1619 3289 0 1619 2697 491 Grp Volume(v), veh/h 268 0 14 0 1 0 137 2417 0 0 612 607 Grp Sat Flow(s),veh/h/ln1435 0 1418 0 1700 0 1619 1602 0 1619 1602 1585 Q Serve(g_s), s 26.8 0.0 1.0 0.0 0.1 0.0 12.2 102.6 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 26.9 0.0 1.0 0.0 0.1 0.0 12.2 102.6 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.31
Lane Grp Cap(c), veh/h 305 0 457 0 345 0 195 2192 0 92 1006 995 V/C Ratio(X) 0.88 0.00 0.03 0.00 0.00 0.00 0.70 1.10 0.00 0.00 0.61 0.61 Avail Cap(c_a), veh/h 305 0 457 0 345 0 257 2192 0 103 1006 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 60.7 0.0 35.0 0.0 47.7 0.0 63.4 23.7 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 23.9 0.0 0.0 0.0 0.0 0.0 3.0 53.8 0.0 0.0 2.7 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln12.6 0.0 0.4 0.0 0.0 0.0 5.1 49.6 0.0 0.0 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.5 0.0 35.0 0.0 47.7 0.0 66.5 77.5 0.0 0.0 2.7 2.8 LnGrp LOS F A D A D A E F A A A A
Approach Vol, veh/h 282 1 2554 1219
Approach Delay, s/veh 82.1 47.7 76.9 2.8
Approach LOS F D E A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.0 108.0 32.0 19.2 98.8 32.0
Change Period (Y+Rc), s 6.0 * 6 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s5.0 * 1E2 27.0 20.0 87.0 27.0 Max Q Clear Time (g_c+I1), s0.0 104.6 28.9 14.2 2.0 2.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
563
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 499 63 1244 1388 75 704
Future Volume (veh/h) 499 63 1244 1388 75 704
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1687 1687 1687 1687 1687 1687
Adj Flow Rate, veh/h 509 19 1269 1351 77 718
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 1 11111
Cap, veh/h 592 393 2167 1265 135 2436
Arrive On Green 0.19 0.19 0.90 0.92 0.08 0.76
Sat Flow, veh/h 3116 1429 3289 1429 1606 3289
Grp Volume(v), veh/h 509 19 1269 1351 77 718
Grp Sat Flow(s),veh/h/ln1558 1429 1602 1429 1606 1602
Q Serve(g_s), s 23.7 1.5 12.7 104.2 6.9 10.4
Cycle Q Clear(g_c), s 23.7 1.5 12.7 104.2 6.9 10.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 592 393 2167 1265 135 2436
V/C Ratio(X) 0.86 0.05 0.59 1.07 0.57 0.29
Avail Cap(c_a), veh/h 592 393 2167 1265 203 2436
HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 58.8 39.9 3.1 1.7 66.1 5.6
Incr Delay (d2), s/veh 11.7 0.0 1.2 45.7 1.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln10.2 1.4 2.6 51.5 2.9 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.5 39.9 4.3 47.4 67.5 5.9
LnGrp LOS E D A F E A
Approach Vol, veh/h 528 2620 795
Approach Delay, s/veh 69.4 26.5 11.8
Approach LOS E C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s13.6 106.4 30.0 120.0
Change Period (Y+Rc), s 5.0 6.0 5.3 6.0
Max Green Setting (Gmax), s15.0 94.0 24.7 114.0
Max Q Clear Time (g_c+I1), s8.9 106.2 25.7 12.4
Green Ext Time (p_c), s 0.0 0.0 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
Attachment 5
564
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
15: Cannon St & Loma St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 28 38 1269 751 29
Future Vol, veh/h 25 28 38 1269 751 29
Conflicting Peds, #/hr 0 01001
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 00110
Mvmt Flow 26 29 40 1336 791 31
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1540 397 823 0 - 0
Stage 1 792 -----
Stage 2 748 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 108 608 816 - - -
Stage 1 412 -----
Stage 2 434 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 102 607 815 - - -
Mov Cap-2 Maneuver 102 -----
Stage 1 391 -----
Stage 2 434 -----
Approach EB NB SB
HCM Control Delay, s 33.3 0.3 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 815 - 182 - -
HCM Lane V/C Ratio 0.049 - 0.307 - -
HCM Control Delay (s) 9.6 - 33.3 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0.2 - 1.2 - -
Attachment 5
565
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 2503 0 0 1052
Future Vol, veh/h 0 0 2503 0 0 1052
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 2721 0 0 1143
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3293 1361 0 0 2721 0
Stage 1 2721 -----
Stage 2 572 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 7 141 - - 151 -
Stage 1 37 -----
Stage 2 534 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 7 141 - - 151 -
Mov Cap-2 Maneuver 7 -----
Stage 1 37 -----
Stage 2 534 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 151 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
566
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 2632 1203 0
Future Vol, veh/h 0 0 0 2632 1203 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 0 2861 1308 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2739 654 1308 0 - 0
Stage 1 1308 -----
Stage 2 1431 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 17 414 536 - - -
Stage 1 221 -----
Stage 2 190 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 17 414 536 - - -
Mov Cap-2 Maneuver 17 -----
Stage 1 221 -----
Stage 2 190 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 536 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
567
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1307 0 0 779
Future Vol, veh/h 0 0 1307 0 0 779
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 1421 0 0 847
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 711 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 380 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 380 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
568
Intersection Analysis Summary
Report File: N:\...\02_EXPM.pdf 7/21/2023
Vistro File: N:\...\Villa Park_v6.vistro Scenario 2 Exisitng PM Peak Hour MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 14 Serrano Ave & Cannon St Signalized ICU 2 NB Right 0.909 - E 13 Taft Ave & Cannon St Signalized ICU 2 NB Thru 0.900 - E 12 Signalized ICU 2 WB Thru 0.758 - C
10 Villa Park Rd & Hewes St Signalized ICU 2 WB Thru 0.605 - B 9 Villa Park Rd & Lemon St Signalized ICU 2 WB Thru 0.497 - A 7 Villa Park Rd & Center Dr Signalized ICU 2 WB Thru 0.511 - A 1 Villa Park Rd & Wanda Rd Signalized ICU 2 WB Thru 0.731 - C ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5
569
Volume to Capacity (v/c): 0.731
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 175.00 100.00 100.00 225.00 100.00 300.00 150.00 100.00 175.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 1 0 1 11
Pedestrian Volume [ped/h] 0 0 0 1
Total Analysis Volume [veh/h] 150 532 60 114 366 279 376 895 232 59 953 317 Total 15-Minute Volume [veh/h] 38 133 15 29 92 70 94 224 58 15 238 79 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 532 60 114 366 279 376 895 232 59 953 317 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 532 60 114 366 279 376 895 232 59 953 317 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
570
Intersection V/C 0.731
Intersection LOS C
V/C, Movement V/C Ratio 0.09 0.17 0.17 0.07 0.22 0.05 0.11 0.26 0.05 0.03 0.28 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - Lead - - Lag - -
Auxiliary Signal Groups 1,4 3,6 2,7
Signal Group 3 8 0 7 4 4 1 6 6 5 2 2
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
571
Volume to Capacity (v/c): 0.511
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 140.00 100.00 100.00 160.00 100.00 100.00 150.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 5 0
Pedestrian Volume [ped/h] 0 1 0 0
Total Analysis Volume [veh/h] 16 38 16 44 30 68 79 950 12 17 1256 85 Total 15-Minute Volume [veh/h] 4 10 4 11 8 17 20 238 3 4 314 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 16 38 16 44 30 68 79 950 12 17 1256 85 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 38 16 44 30 68 79 950 12 17 1256 85 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
572
Intersection V/C 0.511
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.03 0.03 0.03 0.06 0.06 0.05 0.28 0.01 0.01 0.37 0.05 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 4 0 0 4 0 5 2 0 1 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Cycle Length [s] 111
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
573
Volume to Capacity (v/c): 0.497
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
Crosswalk Yes Yes No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 115.00 100.00 180.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 2 0
Pedestrian Volume [ped/h] 1 1 0
Total Analysis Volume [veh/h] 61 42 98 909 1313 102
Total 15-Minute Volume [veh/h] 15 11 25 227 328 26
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 61 42 98 909 1313 102
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 61 42 98 909 1313 102
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
574
Intersection V/C 0.497
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.03 0.06 0.27 0.39 0.06
Movement, Approach, & Intersection Results
Lead / Lag Lag - Lead - - -
Auxiliary Signal Groups
Signal Group 4 0 1 6 2 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 108
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
575
Volume to Capacity (v/c): 0.605
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 215.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 6 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 141 0 312 0 6 0 0 838 132 240 1274 0 Total 15-Minute Volume [veh/h] 35 0 78 0 2 0 0 210 33 60 319 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 141 0 312 0 6 0 0 838 132 240 1274 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 141 0 312 0 6 0 0 838 132 240 1274 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
576
Intersection V/C 0.605
Intersection LOS B
V/C, Movement V/C Ratio 0.08 0.00 0.18 0.00 0.00 0.00 0.00 0.25 0.08 0.14 0.37 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 4 0 0 0 8 0 0 2 0 1 6 0
Control Type Split Permiss Split Split Split Split Permiss Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
577
Volume to Capacity (v/c): 0.758
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 80.00 100.00 100.00 375.00 100.00 250.00 325.00 100.00 100.00 150.00 100.00 450.00 No. of Lanes in Entry Pocket 1 0 0 2 0 1 2 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 3 1 1
Pedestrian Volume [ped/h] 1 0 1 0
Total Analysis Volume [veh/h] 70 320 10 415 199 438 706 356 73 13 996 1477 Total 15-Minute Volume [veh/h] 18 80 3 104 50 110 177 89 18 3 249 369 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 70 320 10 415 199 438 706 356 73 13 996 1477 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 320 10 415 199 438 706 356 73 13 996 1477 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5
578
Intersection V/C 0.758
Intersection LOS C
V/C, Movement V/C Ratio 0.04 0.10 0.10 0.12 0.06 0.05 0.21 0.13 0.13 0.01 0.29 0.00 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 1,4
Signal Group 0 8 0 0 4 4 1 6 0 5 2 0
Control Type Split Split Split Split Split Overlap Protecte Permiss Permiss Protecte Permiss Unsigna Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
579
Volume to Capacity (v/c): 0.900
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 225.00 100.00 100.00 150.00 100.00 100.00 100.00 100.00 200.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 0 2 0
Pedestrian Volume [ped/h] 1 0 1 0
Total Analysis Volume [veh/h] 134 2369 0 0 1010 193 263 0 42 0 1 0 Total 15-Minute Volume [veh/h] 34 592 0 0 253 48 66 0 11 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 134 2369 0 0 1010 193 263 0 42 0 1 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 134 2369 0 0 1010 193 263 0 42 0 1 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
580
Intersection V/C 0.900
Intersection LOS E
V/C, Movement V/C Ratio 0.08 0.70 0.00 0.00 0.35 0.35 0.15 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lag - - - - - - - -
Auxiliary Signal Groups 4,5
Signal Group 5 2 0 1 6 0 0 4 4 0 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Overlap Permiss Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Cycle Length [s] 150
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
581
Volume to Capacity (v/c): 0.909
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
Crosswalk No Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 150.00 275.00 100.00 350.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 1244 1388 75 704 499 63
Total 15-Minute Volume [veh/h] 311 347 19 176 125 16
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 1244 1388 75 704 499 63
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1244 1388 75 704 499 63
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
582
Intersection V/C 0.909
Intersection LOS E
V/C, Movement V/C Ratio 0.37 0.67 0.04 0.21 0.15 0.00
Movement, Approach, & Intersection Results
Lead / Lag - - Lead - Lag -
Auxiliary Signal Groups 2,4 1,4
Signal Group 2 2 1 6 4 4
Control Type Permissive Overlap Protected Permissive Split Overlap Phasing & Timing
Lost time [s] 8.00
Cycle Length [s] 150
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
583
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 980 310 60 1140 160 230 460 130 200 390 380 Future Volume (veh/h) 310 980 310 60 1140 160 230 460 130 200 390 380 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1634 1634 1634 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 326 1032 255 63 1200 112 242 484 117 211 411 360 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 555555111111
Cap, veh/h 323 2154 1173 108 2037 1138 245 710 170 264 471 560 Arrive On Green 0.11 0.69 0.69 0.07 0.66 0.66 0.15 0.28 0.25 0.16 0.28 0.28 Sat Flow, veh/h 3018 3104 1383 1556 3104 1384 1606 2545 611 1606 1687 1425 Grp Volume(v), veh/h 326 1032 255 63 1200 112 242 303 298 211 411 360 Grp Sat Flow(s),veh/h/ln 1509 1552 1383 1556 1552 1384 1606 1602 1554 1606 1687 1425 Q Serve(g_s), s 13.9 19.8 1.6 5.1 28.2 2.0 19.5 21.9 22.3 16.4 30.2 28.4 Cycle Q Clear(g_c), s 13.9 19.8 1.6 5.1 28.2 2.0 19.5 21.9 22.3 16.4 30.2 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 323 2154 1173 108 2037 1138 245 447 433 264 471 560 V/C Ratio(X) 1.01 0.48 0.22 0.58 0.59 0.10 0.99 0.68 0.69 0.80 0.87 0.64 Avail Cap(c_a), veh/h 323 2154 1173 108 2037 1138 245 447 433 271 477 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 9.1 6.0 58.7 12.5 2.2 55.0 41.7 42.5 52.3 44.7 38.1 Incr Delay (d2), s/veh 52.7 0.8 0.4 5.4 1.3 0.2 54.2 3.4 3.8 14.1 15.4 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 7.6 6.2 2.1 2.1 9.2 0.4 11.5 8.9 8.9 7.6 14.5 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.7 9.9 6.4 64.1 13.8 2.4 109.2 45.1 46.3 66.3 60.1 39.9 LnGrp LOS F AAEBAFDDEED
Approach Vol, veh/h 1613 1375 843 982
Approach Delay, s/veh 29.7 15.1 63.9 54.0
Approach LOS C B E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 88.7 22.5 38.0 10.0 93.7 22.4 38.0 Change Period (Y+Rc), s 4.0 5.5 5.5 * 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 11.0 50.0 17.0 * 33 6.0 55.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 15.9 30.2 21.5 32.2 7.1 21.8 18.4 24.3 Green Ext Time (p_c), s 0.0 3.2 0.0 0.3 0.0 2.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
584
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
2: Kathleen Ln & Trenton Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1300 1310 0 10 10
Future Vol, veh/h 10 1300 1310 0 10 10
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 11 1368 1379 0 11 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1384 0 - 0 2090 695
Stage 1 - - - - 1384 -
Stage 2 - - - - 706 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 501 - - - 46 389
Stage 1 - - - - 201 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 499 - - - 45 387
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 196 -
Stage 2 - - - - 454 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 64.4
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 499 - - - 81
HCM Lane V/C Ratio 0.021 - - - 0.26
HCM Control Delay (s) 12.4 - - - 64.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 0.9
Attachment 5
585
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1300 10 10 1300 10 10
Future Vol, veh/h 1300 10 10 1300 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1368 11 11 1368 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1384 0 2079 689
Stage 1 - - - - 1373 -
Stage 2 - - - - 706 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 501 - 47 393
Stage 1 - - - - 204 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 499 - 46 391
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 203 -
Stage 2 - - - - 446 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 63.4
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 82 - - 499 -
HCM Lane V/C Ratio 0.257 - - 0.021 -
HCM Control Delay (s) 63.4 - - 12.4 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
586
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 1290 1290 10 10 20
Future Vol, veh/h 20 1290 1290 10 10 20
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 21 1358 1358 11 11 21
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1374 0 - 0 2084 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 721 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 506 - - - 47 396
Stage 1 - - - - 207 -
Stage 2 - - - - 448 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 504 - - - 45 394
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 197 -
Stage 2 - - - - 446 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 50.4
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 504 - - - 110
HCM Lane V/C Ratio 0.042 - - - 0.287
HCM Control Delay (s) 12.5 - - - 50.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 1.1
Attachment 5
587
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1290 1290 0 10 10
Future Vol, veh/h 10 1290 1290 0 10 10
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 11 1358 1358 0 11 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1363 0 - 0 2064 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 701 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 511 - - - 48 396
Stage 1 - - - - 207 -
Stage 2 - - - - 459 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 509 - - - 46 394
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 201 -
Stage 2 - - - - 457 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 63.4
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 509 - - - 82
HCM Lane V/C Ratio 0.021 - - - 0.257
HCM Control Delay (s) 12.2 - - - 63.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 0.9
Attachment 5
588
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1290 10 10 1290 10 10
Future Vol, veh/h 1290 10 10 1290 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1358 11 11 1358 0 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1374 0 2064 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 701 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 506 - 48 396
Stage 1 - - - - 207 -
Stage 2 - - - - 459 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 504 - 47 394
Mov Cap-2 Maneuver - - - - 47 -
Stage 1 - - - - 206 -
Stage 2 - - - - 449 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 59.5
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 86 - - 504 -
HCM Lane V/C Ratio 0.239 - - 0.021 -
HCM Control Delay (s) 59.5 - - 12.3 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
589
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 1110 120 50 1100 50 60 110 60 50 120 140 Future Volume (veh/h) 70 1110 120 50 1100 50 60 110 60 50 120 140 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 0.99 0.99 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1634 1700 1700 1634 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 74 1168 104 53 1158 33 63 116 43 53 126 105 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 050050000000
Cap, veh/h 143 1676 760 116 1624 751 322 343 127 391 246 205 Arrive On Green 0.09 0.54 0.54 0.07 0.52 0.52 0.29 0.29 0.25 0.29 0.29 0.29 Sat Flow, veh/h 1619 3104 1408 1619 3104 1435 1161 1179 437 1239 848 706 Grp Volume(v), veh/h 74 1168 104 53 1158 33 63 0 159 53 0 231 Grp Sat Flow(s),veh/h/ln 1619 1552 1408 1619 1552 1435 1161 0 1616 1239 0 1554 Q Serve(g_s), s 2.5 15.6 2.1 1.8 16.0 0.6 2.7 0.0 4.4 2.0 0.0 7.0 Cycle Q Clear(g_c), s 2.5 15.6 2.1 1.8 16.0 0.6 9.7 0.0 4.4 6.4 0.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.45
Lane Grp Cap(c), veh/h 143 1676 760 116 1624 751 322 0 470 391 0 452 V/C Ratio(X) 0.52 0.70 0.14 0.46 0.71 0.04 0.20 0.00 0.34 0.14 0.00 0.51 Avail Cap(c_a), veh/h 630 2382 1080 630 2382 1101 818 0 1160 920 0 1116 HCM Platoon Ratio 1.00 1.00 1.00 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 24.5 9.5 6.4 25.1 10.2 6.5 20.7 0.0 16.0 18.2 0.0 16.6 Incr Delay (d2), s/veh 1.1 0.5 0.1 1.0 0.6 0.0 0.4 0.0 0.6 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.7 0.5 0.6 3.9 0.1 0.7 0.0 1.6 0.5 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 10.1 6.5 26.1 10.8 6.6 21.1 0.0 16.6 18.5 0.0 17.9 LnGrp LOS C B A C B A C ABBAB
Approach Vol, veh/h 1346 1244 222 284
Approach Delay, s/veh 10.7 11.3 17.9 18.0
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.1 32.7 18.5 6.1 31.7 18.5
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 20.0 40.0 38.0 20.0 40.0 38.0 Max Q Clear Time (g_c+I1), s 3.8 17.6 11.7 4.5 18.0 9.0 Green Ext Time (p_c), s 0.0 8.0 1.7 0.0 8.3 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
Attachment 5
590
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1210 10 10 1190 10 10
Future Vol, veh/h 1210 10 10 1190 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1274 11 11 1253 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1290 0 1928 642
Stage 1 - - - - 1279 -
Stage 2 - - - - 649 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 544 - 60 422
Stage 1 - - - - 229 -
Stage 2 - - - - 487 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 541 - 59 420
Mov Cap-2 Maneuver - - - - 59 -
Stage 1 - - - - 228 -
Stage 2 - - - - 477 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 48.7
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 103 - - 541 -
HCM Lane V/C Ratio 0.204 - - 0.019 -
HCM Control Delay (s) 48.7 - - 11.8 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.7 - - 0.1 -
Attachment 5
591
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 70 1150 1160 110 120 40
Future Volume (veh/h) 70 1150 1160 110 120 40
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.97 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 1700 1634 1634 1700 1700 1700
Adj Flow Rate, veh/h 74 1211 1221 96 84 87
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 055000
Cap, veh/h 161 2256 1862 842 271 241
Arrive On Green 0.10 0.73 0.60 0.60 0.17 0.17
Sat Flow, veh/h 1619 3186 3186 1404 1619 1441
Grp Volume(v), veh/h 74 1211 1221 96 84 87
Grp Sat Flow(s),veh/h/ln 1619 1552 1552 1404 1619 1441
Q Serve(g_s), s 1.7 7.1 10.5 1.2 1.8 2.2
Cycle Q Clear(g_c), s 1.7 7.1 10.5 1.2 1.8 2.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 161 2256 1862 842 271 241
V/C Ratio(X) 0.46 0.54 0.66 0.11 0.31 0.36
Avail Cap(c_a), veh/h 876 3312 3312 1498 1499 1334
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 2.5 5.3 3.5 14.8 14.9
Incr Delay (d2), s/veh 0.8 0.2 0.4 0.1 0.9 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.1 0.8 0.1 0.6 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 2.7 5.7 3.5 15.7 16.2
LnGrp LOS BAAABB
Approach Vol, veh/h 1285 1317 171
Approach Delay, s/veh 3.6 5.6 16.0
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 5.1 26.6 8.8 31.7
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 40.0 35.0 40.0
Max Q Clear Time (g_c+I1), s 3.7 12.5 4.2 9.1
Green Ext Time (p_c), s 0.0 8.6 0.8 10.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Attachment 5
592
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1050 220 700 1060 210 310
Future Volume (vph) 1050 220 700 1060 210 310
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3076 1354 1538 3076 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3076 1354 1538 3076 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1105 232 737 1116 221 326
RTOR Reduction (vph) 0 39 0 0 0 291
Lane Group Flow (vph) 1105 193 737 1116 221 35
Confl. Peds. (#/hr) 2 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5% 5% 5% 5% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 46.7 46.7 56.0 108.7 10.5 10.5
Effective Green, g (s) 51.7 51.7 61.0 113.7 15.5 15.5
Actuated g/C Ratio 0.36 0.36 0.42 0.78 0.11 0.11
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1096 482 647 2412 167 149
v/s Ratio Prot c0.36 c0.48 0.36 c0.14 0.02
v/s Ratio Perm 0.14
v/c Ratio 1.01 0.40 1.14 0.46 1.32 0.23
Uniform Delay, d1 46.6 35.0 42.0 5.3 64.8 59.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 29.2 2.5 80.3 0.6 181.0 0.3
Delay (s) 75.9 37.5 122.3 5.9 245.7 59.6
Level of Service E D F A F E
Approach Delay (s) 69.2 52.2 134.8
Approach LOS E D F
Intersection Summary
HCM 2000 Control Delay 70.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.03
Actuated Cycle Length (s) 145.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 98.8% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
Attachment 5
593
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 20.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 1250 40 10 1640 100 10 10 30 30 0 110 Future Vol, veh/h 70 1250 40 10 1640 100 10 10 30 30 0 110 Conflicting Peds, #/hr 5 05505000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 5 50055000333
Mvmt Flow 74 1316 42 11 1726 105 11 11 32 32 0 116
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1836 0 0 1363 0 0 2354 3327 663 2565 3264 868 Stage 1 - ----- 1469 1469 - 1753 1753 -
Stage 2 - - - - - - 885 1858 - 812 1511 -
Critical Hdwy 4.2 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.56 5.56 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.56 5.56 -
Follow-up Hdwy 2.25 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 316 - - 511 - - 19 ~ 8 409 ~ 13 9 294 Stage 1 - - - - - - 136 194 - 88 136 -
Stage 2 - - - - - - 310 125 - 337 180 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 314 - - 509 - - ~ 9 ~ 6 407 - 7 293
Mov Cap-2 Maneuver - - - - - - ~ 9 ~ 6 - - 7 -
Stage 1 - - - - - - 103 147 - 67 132 -
Stage 2 - - - - - - 183 122 - 221 137 -
Approach EB WB NB SB
HCM Control Delay, s 1 0.1 $ 1309.1
HCM LOS F -
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 18 314 - - 509 - - -
HCM Lane V/C Ratio 2.924 0.235 - - 0.021 - - -
HCM Control Delay (s) $ 1309.1 19.9 - - 12.2 - - -
HCM Lane LOS F C - - B - - -
HCM 95th %tile Q(veh) 7.1 0.9 - - 0.1 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
594
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Santiago Canyon Road Future AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Future Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1660 1660 1660 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 412 835 96 21 577 0 155 196 23 1366 459 1013 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 555333222222
Cap, veh/h 596 994 114 106 724 167 301 35 2003 701 880
Arrive On Green 0.20 0.35 0.31 0.07 0.23 0.00 0.10 0.10 0.05 0.42 0.42 0.42 Sat Flow, veh/h 3018 2800 322 1581 3154 1407 1594 2865 332 4781 1673 1412 Grp Volume(v), veh/h 412 463 468 21 577 0 155 108 111 1366 459 1013 Grp Sat Flow(s),veh/h/ln 1509 1552 1570 1581 1577 1407 1594 1590 1607 1594 1673 1412 Q Serve(g_s), s 12.7 27.4 27.5 1.3 17.2 0.0 9.6 6.5 6.7 23.2 22.0 41.9 Cycle Q Clear(g_c), s 12.7 27.4 27.5 1.3 17.2 0.0 9.6 6.5 6.7 23.2 22.0 41.9 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 596 551 557 106 724 167 167 169 2003 701 880 V/C Ratio(X) 0.69 0.84 0.84 0.20 0.80 0.93 0.64 0.66 0.68 0.65 1.15 Avail Cap(c_a), veh/h 860 594 601 150 724 167 167 169 2003 701 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 29.6 30.1 44.1 36.3 0.0 44.4 43.0 43.5 23.6 23.3 18.9 Incr Delay (d2), s/veh 0.5 9.0 9.0 0.3 5.7 0.0 47.8 6.5 7.4 1.9 4.7 81.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 10.7 11.0 0.5 6.8 0.0 5.9 2.8 3.0 8.4 8.9 36.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.8 38.7 39.1 44.4 42.1 0.0 92.2 49.5 50.9 25.5 28.0 99.9 LnGrp LOS DDDDD FDDCCF
Approach Vol, veh/h 1343 598 A 374 2838
Approach Delay, s/veh 38.6 42.2 67.6 52.5
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.2 24.0 43.8 7.7 37.5 11.0
Change Period (Y+Rc), s 5.0 5.5 6.0 5.5 * 6.5 5.5
Max Green Setting (Gmax), s 25.0 14.8 32.7 5.0 * 34 5.5 Max Q Clear Time (g_c+I1), s 15.7 19.2 43.9 3.3 29.5 11.6 Green Ext Time (p_c), s 0.6 0.0 0.0 0.0 1.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 48.7
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.
Attachment 5
595
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
Attachment 5
596
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 10 110 10 10 10 70 1010 10 10 2700 230 Future Volume (veh/h) 150 10 110 10 10 10 70 1010 10 10 2700 230 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1673 1700 1700 1673 1700 Adj Flow Rate, veh/h 153 10 69 10 10 3 71 1031 10 10 2755 233 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000020020
Cap, veh/h 168 8 348 30 24 4 111 3359 33 74 2087 174
Arrive On Green 0.15 0.18 0.18 0.15 0.18 0.18 0.07 0.72 0.73 0.05 0.70 0.70 Sat Flow, veh/h 729 48 1408 0 139 21 1619 4666 45 1619 2965 247 Grp Volume(v), veh/h 163 0 69 23 0 0 71 673 368 10 1456 1532 Grp Sat Flow(s),veh/h/ln 776 0 1408 160 0 0 1619 1523 1665 1619 1590 1622 Q Serve(g_s), s 0.0 0.0 6.8 0.0 0.0 0.0 7.5 13.9 13.9 1.0 123.2 123.2 Cycle Q Clear(g_c), s 27.0 0.0 6.8 27.0 0.0 0.0 7.5 13.9 13.9 1.0 123.2 123.2 Prop In Lane 0.94 1.00 0.43 0.13 1.00 0.03 1.00 0.15
Lane Grp Cap(c), veh/h 160 0 348 54 0 0 111 2193 1199 74 1119 1142 V/C Ratio(X) 1.02 0.00 0.20 0.42 0.00 0.00 0.64 0.31 0.31 0.14 1.30 1.34 Avail Cap(c_a), veh/h 160 0 348 54 0 0 111 2193 1199 83 1119 1142 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 75.7 0.0 52.3 62.8 0.0 0.0 79.4 8.8 8.8 80.2 25.9 25.9 Incr Delay (d2), s/veh 76.9 0.0 0.3 5.2 0.0 0.0 9.2 0.4 0.7 0.3 141.9 159.9 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/ln10.8 0.0 2.5 1.0 0.0 0.0 3.4 4.4 5.0 0.4 85.1 92.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 152.5 0.0 52.6 68.0 0.0 0.0 88.6 9.2 9.5 80.5 167.8 185.8 LnGrp LOS F A D E A A F A A F F F
Approach Vol, veh/h 232 23 1112 2998
Approach Delay, s/veh 122.8 68.0 14.3 176.7
Approach LOS F E B F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.0 133.0 32.0 13.0 130.0 32.0 Change Period (Y+Rc), s 6.0 * 6 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s5.0* 1.3E2 27.0 8.0 124.0 27.0 Max Q Clear Time (g_c+I1), s3.0 15.9 29.0 9.5 125.2 29.0 Green Ext Time (p_c), s 0.0 2.1 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 131.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
597
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 1170 150 800 370 60 1770
Future Volume (veh/h) 1170 150 800 370 60 1770
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 1673 1673 1673 1673 1673 1673
Adj Flow Rate, veh/h 1194 102 816 325 61 1806
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 22222
Cap, veh/h 1187 689 1498 2167 142 1800
Arrive On Green 0.38 0.40 0.47 0.47 0.09 0.57
Sat Flow, veh/h 3092 1418 3263 2496 1594 3263
Grp Volume(v), veh/h 1194 102 816 325 61 1806
Grp Sat Flow(s),veh/h/ln1546 1418 1590 1248 1594 1590
Q Serve(g_s), s 38.4 4.0 18.3 2.0 3.6 56.6
Cycle Q Clear(g_c), s 38.4 4.0 18.3 2.0 3.6 56.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1187 689 1498 2167 142 1800
V/C Ratio(X) 1.01 0.15 0.54 0.15 0.43 1.00
Avail Cap(c_a), veh/h 1187 689 1498 2167 159 1800
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 30.8 14.2 18.8 1.0 43.1 21.7
Incr Delay (d2), s/veh 27.5 0.0 1.4 0.1 0.8 22.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln17.8 4.3 6.4 2.1 1.4 23.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.3 14.3 20.2 1.1 43.9 43.8
LnGrp LOS F B C A D F
Approach Vol, veh/h 1296 1141 1867
Approach Delay, s/veh 54.8 14.8 43.8
Approach LOS D B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.9 49.1 41.0 59.0
Change Period (Y+Rc), s 5.0 6.0 5.3 6.0
Max Green Setting (Gmax), s6.0 42.0 35.7 53.0
Max Q Clear Time (g_c+I1), s5.6 20.3 40.4 58.6
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Attachment 5
598
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
15: Cannon St & Loma St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 16.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 60 30 920 1770 60
Future Vol, veh/h 40 60 30 920 1770 60
Conflicting Peds, #/hr 0 05005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 0 00220
Mvmt Flow 41 61 31 939 1806 61
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2343 908 1872 0 - 0
Stage 1 1811 -----
Stage 2 532 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver ~ 31 282 326 - - -
Stage 1 118 -----
Stage 2 559 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 28 281 324 - - -
Mov Cap-2 Maneuver ~ 28 -----
Stage 1 106 -----
Stage 2 556 -----
Approach EB NB SB
HCM Control Delay, s$ 474.9 0.5 0
HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 324 - 61 - -
HCM Lane V/C Ratio 0.094 - 1.673 - -
HCM Control Delay (s) 17.3 -$ 474.9 - -
HCM Lane LOS C - F - -
HCM 95th %tile Q(veh) 0.3 - 9.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
599
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1090 0 0 2820
Future Vol, veh/h 0 0 1090 0 0 2820
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 01001
Mvmt Flow 0 0 1185 0 0 3065
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2718 593 0 0 1185 0
Stage 1 1185 -----
Stage 2 1533 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 26 388 - - 324 -
Stage 1 193 -----
Stage 2 164 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 26 388 - - 324 -
Mov Cap-2 Maneuver 26 -----
Stage 1 193 -----
Stage 2 164 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 324 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
600
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 1170 2940 0
Future Vol, veh/h 0 0 0 1170 2940 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00110
Mvmt Flow 0 0 0 1272 3196 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3705 1598 3196 0 - 0
Stage 1 3196 -----
Stage 2 509 -----
Critical Hdwy 6.25 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 6 -----
Follow-up Hdwy 3.65 3.3 2.2 - - -
Pot Cap-1 Maneuver 6 97 98 - - -
Stage 1 19 -----
Stage 2 541 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 6 97 98 - - -
Mov Cap-2 Maneuver 6 -----
Stage 1 19 -----
Stage 2 541 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 98 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
601
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 950 0 0 1830
Future Vol, veh/h 0 0 950 0 0 1830
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 02002
Mvmt Flow 0 0 1033 0 0 1989
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 517 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 509 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 509 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
602
Intersection Analysis Summary
Report File: N:\...\03_FYNoImprovementAM.pdf 7/21/2023
Vistro File: N:\...\Villa Park_v6.vistro Scenario 3 Future AM Peak Hour MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 14 Serrano Ave & Cannon St Signalized ICU 2 SB Thru 0.910 - E 13 Taft Ave & Cannon St Signalized ICU 2 SB Thru 1.064 - F 12 Signalized ICU 2 SB Right 0.914 - E
10 Villa Park Rd & Hewes St Signalized ICU 2 WB Left 0.955 - E 9 Villa Park Rd & Lemon St Signalized ICU 2 WB Thru 0.450 - A 7 Villa Park Rd & Center Dr Signalized ICU 2 EB Thru 0.585 - A 1 Villa Park Rd & Wanda Rd Signalized ICU 2 WB Thru 0.836 - D ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5
603
Volume to Capacity (v/c): 0.836
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 175.00 100.00 100.00 225.00 100.00 300.00 150.00 100.00 175.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 2 8
Pedestrian Volume [ped/h] 3 0 3 10
Total Analysis Volume [veh/h] 230 460 130 200 390 380 310 980 310 60 1140 160 Total 15-Minute Volume [veh/h] 58 115 33 50 98 95 78 245 78 15 285 40 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 230 460 130 200 390 380 310 980 310 60 1140 160 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 230 460 130 200 390 380 310 980 310 60 1140 160 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
604
Intersection V/C 0.836
Intersection LOS D
V/C, Movement V/C Ratio 0.14 0.17 0.17 0.12 0.23 0.13 0.09 0.29 0.05 0.04 0.34 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - Lag - - Lead - -
Auxiliary Signal Groups 1,4 3,6 2,7
Signal Group 3 8 0 7 4 4 1 6 6 5 2 2
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 130
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
605
Volume to Capacity (v/c): 0.585
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 140.00 100.00 100.00 160.00 100.00 100.00 150.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 1 0
Pedestrian Volume [ped/h] 1 4 9 1
Total Analysis Volume [veh/h] 60 110 60 50 120 140 70 1110 120 50 1100 50 Total 15-Minute Volume [veh/h] 15 28 15 13 30 35 18 278 30 13 275 13 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 60 110 60 50 120 140 70 1110 120 50 1100 50 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 60 110 60 50 120 140 70 1110 120 50 1100 50 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
606
Intersection V/C 0.585
Intersection LOS A
V/C, Movement V/C Ratio 0.04 0.10 0.10 0.03 0.15 0.15 0.04 0.33 0.07 0.03 0.32 0.03 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 4 0 0 4 0 5 2 0 1 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Cycle Length [s] 111
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
607
Volume to Capacity (v/c): 0.450
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
Crosswalk Yes Yes No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 115.00 100.00 180.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 2 0
Pedestrian Volume [ped/h] 5 5 0
Total Analysis Volume [veh/h] 120 40 70 1150 1160 110
Total 15-Minute Volume [veh/h] 30 10 18 288 290 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 120 40 70 1150 1160 110
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 120 40 70 1150 1160 110
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
608
Intersection V/C 0.450
Intersection LOS A
V/C, Movement V/C Ratio 0.04 0.05 0.04 0.34 0.34 0.06
Movement, Approach, & Intersection Results
Lead / Lag Lag - Lead - - -
Auxiliary Signal Groups
Signal Group 4 0 1 6 2 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 108
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
609
Volume to Capacity (v/c): 0.955
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 215.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 1 0 0 0
Pedestrian Volume [ped/h] 2 0 1 0
Total Analysis Volume [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Total 15-Minute Volume [veh/h] 53 0 78 0 0 0 0 263 55 175 265 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
610
Intersection V/C 0.955
Intersection LOS E
V/C, Movement V/C Ratio 0.12 0.00 0.18 0.00 0.00 0.00 0.00 0.31 0.13 0.41 0.31 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 4 0 0 0 8 0 0 2 0 1 6 0
Control Type Split Permiss Split Split Split Split Permiss Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 130
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
611
Volume to Capacity (v/c): 0.914
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 80.00 100.00 100.00 375.00 100.00 250.00 325.00 100.00 100.00 150.00 100.00 450.00 No. of Lanes in Entry Pocket 1 0 0 2 0 1 2 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 0 1
Pedestrian Volume [ped/h] 0 0 6 0
Total Analysis Volume [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Total 15-Minute Volume [veh/h] 38 48 10 325 120 260 100 203 25 5 140 125 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5
612
Intersection V/C 0.914
Intersection LOS E
V/C, Movement V/C Ratio 0.09 0.07 0.07 0.25 0.26 0.49 0.12 0.27 0.27 0.01 0.16 0.00 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lag - -
Auxiliary Signal Groups 1,4
Signal Group 0 8 0 0 4 4 1 6 0 5 2 0
Control Type Split Split Split Split Split Overlap Protecte Permiss Permiss Protecte Permiss Unsigna Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 130
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
613
Volume to Capacity (v/c): 1.064
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 225.00 100.00 100.00 150.00 100.00 100.00 100.00 100.00 200.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 0 2 0
Pedestrian Volume [ped/h] 5 0 5 0
Total Analysis Volume [veh/h] 70 1010 10 10 2700 230 150 10 110 10 10 10 Total 15-Minute Volume [veh/h] 18 253 3 3 675 58 38 3 28 3 3 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 70 1010 10 10 2700 230 150 10 110 10 10 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 1010 10 10 2700 230 150 10 110 10 10 10 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
614
Intersection V/C 1.064
Intersection LOS F
V/C, Movement V/C Ratio 0.04 0.20 0.20 0.01 0.86 0.86 0.09 0.09 0.02 0.01 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lag - - - - - - - -
Auxiliary Signal Groups 4,5
Signal Group 5 2 0 1 6 0 0 4 4 0 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Overlap Permiss Permiss Permiss Phasing & Timing
Lost time [s] 9.00
Cycle Length [s] 175
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
615
Volume to Capacity (v/c): 0.910
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
Crosswalk No Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 150.00 275.00 100.00 350.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 800 370 60 1770 1170 150
Total 15-Minute Volume [veh/h] 200 93 15 443 293 38
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 800 370 60 1770 1170 150
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 800 370 60 1770 1170 150
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
616
Intersection V/C 0.910
Intersection LOS E
V/C, Movement V/C Ratio 0.24 0.00 0.04 0.52 0.34 0.05
Movement, Approach, & Intersection Results
Lead / Lag - - Lead - Lag -
Auxiliary Signal Groups 2,4 1,4
Signal Group 2 2 1 6 4 4
Control Type Permissive Overlap Protected Permissive Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
617
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 430 1080 250 60 1010 330 150 540 60 150 380 290 Future Volume (veh/h) 430 1080 250 60 1010 330 150 540 60 150 380 290 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 448 1125 180 62 1052 298 156 562 57 156 396 263 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 556 1467 824 146 1186 713 206 785 79 204 450 639 Arrive On Green 0.18 0.46 0.46 0.09 0.37 0.37 0.13 0.27 0.24 0.13 0.27 0.27 Sat Flow, veh/h 3092 3180 1400 1594 3180 1418 1594 2908 294 1594 1673 1400 Grp Volume(v), veh/h 448 1125 180 62 1052 298 156 307 312 156 396 263 Grp Sat Flow(s),veh/h/ln 1546 1590 1400 1594 1590 1418 1594 1590 1612 1594 1673 1400 Q Serve(g_s), s 19.5 41.3 5.5 5.1 43.4 9.7 13.2 24.4 24.6 13.2 31.7 3.6 Cycle Q Clear(g_c), s 19.5 41.3 5.5 5.1 43.4 9.7 13.2 24.4 24.6 13.2 31.7 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 556 1467 824 146 1186 713 206 429 435 204 450 639 V/C Ratio(X) 0.81 0.77 0.22 0.43 0.89 0.42 0.76 0.71 0.72 0.77 0.88 0.41 Avail Cap(c_a), veh/h 556 1467 824 146 1186 713 206 449 455 204 470 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 31.4 6.2 60.1 41.1 8.6 58.8 46.2 46.6 59.0 49.1 12.6 Incr Delay (d2), s/veh 7.9 3.9 0.6 0.7 10.0 1.8 13.4 4.2 4.3 14.4 16.2 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 8.1 16.1 2.1 2.1 18.2 2.9 6.0 10.0 10.3 6.1 15.2 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.9 35.3 6.8 60.9 51.1 10.4 72.2 50.4 50.9 73.5 65.2 12.7 LnGrp LOS E D A E D B E D D E E B
Approach Vol, veh/h 1753 1412 775 815
Approach Delay, s/veh 39.4 43.0 55.0 49.9
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 26.7 54.5 19.0 39.8 13.7 67.5 19.0 39.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 21.0 49.0 15.0 36.0 8.0 62.0 15.0 36.0 Max Q Clear Time (g_c+I1), s 21.5 45.4 15.2 33.7 7.1 43.3 15.2 26.6 Green Ext Time (p_c), s 0.0 1.3 0.0 0.6 0.0 2.9 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 44.8
HCM 6th LOS D
Attachment 5
618
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
2: Kathleen Ln & Trenton Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1280 1420 0 0 10
Future Vol, veh/h 10 1280 1420 0 0 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 11 1347 1495 0 0 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2192 749
Stage 1 - - - - 1496 -
Stage 2 - - - - 696 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 40 359
Stage 1 - - - - 175 -
Stage 2 - - - - 461 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 39 359
Mov Cap-2 Maneuver - - - - 39 -
Stage 1 - - - - 171 -
Stage 2 - - - - 461 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15.3
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 359
HCM Lane V/C Ratio 0.023 - - - 0.029
HCM Control Delay (s) 13.1 - - - 15.3
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Attachment 5
619
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1270 10 10 1410 10 10
Future Vol, veh/h 1270 10 10 1410 10 10
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1337 11 11 1484 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1349 0 2102 670
Stage 1 - - - - 1338 -
Stage 2 - - - - 764 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 517 - 46 404
Stage 1 - - - - 213 -
Stage 2 - - - - 426 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 517 - 45 404
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 213 -
Stage 2 - - - - 417 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 64.4
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 81 - - 517 -
HCM Lane V/C Ratio 0.26 - - 0.02 -
HCM Control Delay (s) 64.4 - - 12.1 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
620
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 1260 1410 10 10 10
Future Vol, veh/h 20 1260 1410 10 10 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 21 1326 1484 11 11 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2190 743
Stage 1 - - - - 1485 -
Stage 2 - - - - 705 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 40 362
Stage 1 - - - - 178 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 38 362
Mov Cap-2 Maneuver - - - - 38 -
Stage 1 - - - - 170 -
Stage 2 - - - - 456 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 78.6
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 69
HCM Lane V/C Ratio 0.046 - - - 0.305
HCM Control Delay (s) 13.3 - - - 78.6
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 1.1
Attachment 5
621
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1260 1410 10 0 10
Future Vol, veh/h 10 1260 1410 10 0 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 11 1326 1484 11 0 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2170 743
Stage 1 - - - - 1485 -
Stage 2 - - - - 685 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 41 362
Stage 1 - - - - 178 -
Stage 2 - - - - 467 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 40 362
Mov Cap-2 Maneuver - - - - 40 -
Stage 1 - - - - 174 -
Stage 2 - - - - 467 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15.2
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 362
HCM Lane V/C Ratio 0.023 - - - 0.029
HCM Control Delay (s) 13.1 - - - 15.2
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Attachment 5
622
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1250 10 10 1410 10 0
Future Vol, veh/h 1250 10 10 1410 10 0
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1316 11 11 1484 11 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1328 0 2081 659
Stage 1 - - - - 1317 -
Stage 2 - - - - 764 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 527 - 47 411
Stage 1 - - - - 219 -
Stage 2 - - - - 426 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 526 - 46 411
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 219 -
Stage 2 - - - - 417 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 105.1
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 46 - - 526 -
HCM Lane V/C Ratio 0.229 - - 0.02 -
HCM Control Delay (s) 105.1 - - 12 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Attachment 5
623
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 1140 20 20 1320 90 20 40 20 50 30 80 Future Volume (veh/h) 90 1140 20 20 1320 90 20 40 20 50 30 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1673 1700 1700 1673 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 95 1200 16 21 1389 75 21 42 3 53 32 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 020020000000
Cap, veh/h 180 2145 951 93 1973 893 328 230 16 329 168 68 Arrive On Green 0.11 0.67 0.67 0.06 0.62 0.62 0.15 0.15 0.09 0.15 0.15 0.15 Sat Flow, veh/h 1619 3180 1409 1619 3180 1440 1383 1568 112 1383 1142 464 Grp Volume(v), veh/h 95 1200 16 21 1389 75 21 0 45 53 0 45 Grp Sat Flow(s),veh/h/ln 1619 1590 1409 1619 1590 1440 1383 0 1680 1383 0 1606 Q Serve(g_s), s 2.5 8.9 0.2 0.6 13.3 0.9 0.6 0.0 1.1 1.6 0.0 1.1 Cycle Q Clear(g_c), s 2.5 8.9 0.2 0.6 13.3 0.9 1.7 0.0 1.1 2.7 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.29
Lane Grp Cap(c), veh/h 180 2145 951 93 1973 893 328 0 246 329 0 236 V/C Ratio(X) 0.53 0.56 0.02 0.23 0.70 0.08 0.06 0.00 0.18 0.16 0.00 0.19 Avail Cap(c_a), veh/h 211 2749 1218 175 2678 1213 1052 0 1126 1053 0 1076 HCM Platoon Ratio 1.00 1.00 1.00 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 19.0 3.9 2.4 20.4 5.8 3.4 17.7 0.0 17.0 18.1 0.0 17.0 Incr Delay (d2), s/veh 0.9 0.2 0.0 0.5 0.5 0.0 0.1 0.0 0.5 0.3 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 0.8 0.8 0.0 0.2 1.9 0.1 0.2 0.0 0.4 0.5 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 4.1 2.4 20.9 6.3 3.5 17.9 0.0 17.5 18.5 0.0 17.5 LnGrp LOS B A A C AABABBAB
Approach Vol, veh/h 1311 1485 66 98
Approach Delay, s/veh 5.2 6.4 17.6 18.0
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 3.7 32.9 8.8 6.1 30.4 8.8
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 3.0 36.0 28.0 4.0 35.0 28.0 Max Q Clear Time (g_c+I1), s 2.6 10.9 3.7 4.5 15.3 4.7
Green Ext Time (p_c), s 0.0 9.2 0.3 0.0 9.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Attachment 5
624
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1200 10 10 1420 10 10
Future Vol, veh/h 1200 10 10 1420 10 10
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1263 11 11 1495 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1275 0 2034 633
Stage 1 - - - - 1264 -
Stage 2 - - - - 770 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 551 - 51 427
Stage 1 - - - - 233 -
Stage 2 - - - - 423 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 550 - 50 427
Mov Cap-2 Maneuver - - - - 50 -
Stage 1 - - - - 233 -
Stage 2 - - - - 415 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 56.8
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 90 - - 550 -
HCM Lane V/C Ratio 0.234 - - 0.019 -
HCM Control Delay (s) 56.8 - - 11.7 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Attachment 5
625
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 100 1110 1380 110 70 50
Future Volume (veh/h) 100 1110 1380 110 70 50
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1700 1673 1673 1700 1700 1700
Adj Flow Rate, veh/h 104 1156 1438 91 62 63
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022000
Cap, veh/h 192 2456 2000 886 213 190
Arrive On Green 0.12 0.77 0.63 0.63 0.13 0.13
Sat Flow, veh/h 1619 3263 3263 1409 1619 1441
Grp Volume(v), veh/h 104 1156 1438 91 62 63
Grp Sat Flow(s),veh/h/ln 1619 1590 1590 1409 1619 1441
Q Serve(g_s), s 2.7 5.8 13.7 1.1 1.5 1.8
Cycle Q Clear(g_c), s 2.7 5.8 13.7 1.1 1.5 1.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 192 2456 2000 886 213 190
V/C Ratio(X) 0.54 0.47 0.72 0.10 0.29 0.33
Avail Cap(c_a), veh/h 213 3207 2710 1201 1102 981
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.6 1.8 5.6 3.3 17.6 17.7
Incr Delay (d2), s/veh 0.9 0.1 0.6 0.1 1.1 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.3 0.1 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 2.0 6.2 3.3 18.6 19.1
LnGrp LOS BAAABB
Approach Vol, veh/h 1260 1529 125
Approach Delay, s/veh 3.4 6.1 18.9
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 6.4 30.5 7.9 36.9
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 4.0 35.0 28.0 42.0
Max Q Clear Time (g_c+I1), s 4.7 15.7 3.8 7.8
Green Ext Time (p_c), s 0.0 9.3 0.5 9.8
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Attachment 5
626
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1040 140 310 1340 150 600
Future Volume (vph) 1040 140 310 1340 150 600
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 1583 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 1583 3167 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1095 147 326 1411 158 632
RTOR Reduction (vph) 0 19 0 0 0 555
Lane Group Flow (vph) 1095 128 326 1411 158 77
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 70.5 70.5 33.0 109.5 11.5 11.5
Effective Green, g (s) 75.5 75.5 38.0 114.5 16.5 16.5
Actuated g/C Ratio 0.56 0.56 0.28 0.85 0.12 0.12
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1771 781 445 2686 191 171
v/s Ratio Prot c0.35 c0.21 0.45 c0.10 0.06
v/s Ratio Perm 0.09
v/c Ratio 0.62 0.16 0.73 0.53 0.83 0.45
Uniform Delay, d1 20.0 14.4 43.9 2.8 57.9 55.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.5 6.1 0.7 23.4 0.7
Delay (s) 21.7 14.9 50.0 3.5 81.3 55.7
Level of Service C B D A F E
Approach Delay (s) 20.9 12.3 60.9
Approach LOS C B E
Intersection Summary
HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
627
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 1600 30 10 1620 20 10 0 10 10 0 20 Future Vol, veh/h 10 1600 30 10 1620 20 10 0 10 10 0 20 Conflicting Peds, #/hr 1 01101000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 20022000333
Mvmt Flow 11 1684 32 11 1705 21 11 0 11 11 0 21
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1727 0 0 1717 0 0 2582 3456 843 2592 3467 854 Stage 1 - ----- 1707 1707 - 1728 1728 -
Stage 2 - - - - - - 875 1749 - 864 1739 -
Critical Hdwy 4.14 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.56 5.56 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.56 5.56 -
Follow-up Hdwy 2.22 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 362 - - 374 - - 13 7 311 12 6 300
Stage 1 - - - - - - 97 148 - 91 140 -
Stage 2 - - - - - - 315 141 - 313 138 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 362 - - 374 - - 12 7 311 11 6 300
Mov Cap-2 Maneuver - - - - - - 12 7 - 11 6 -
Stage 1 - - - - - - 94 143 - 88 136 -
Stage 2 - - - - - - 284 137 - 293 134 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 $ 397.1 $ 356.1
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 23 362 - - 374 - - 31
HCM Lane V/C Ratio 0.915 0.029 - - 0.028 - - 1.019
HCM Control Delay (s) $ 397.1 15.2 - - 14.9 - -$ 356.1
HCM Lane LOS F C - - B - - F
HCM 95th %tile Q(veh) 2.7 0.1 - - 0.1 - - 3.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
628
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Santiago Canyon Road Future PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 77 21 1083 0 83 479 19 456 351 466 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 1078 2115 289 79 1424 285 557 22 632 663 796 Arrive On Green 0.35 0.75 0.74 0.05 0.45 0.00 0.18 0.18 0.15 0.20 0.20 0.20 Sat Flow, veh/h 3092 2805 383 1594 3180 1418 1606 3140 124 3213 3373 1409 Grp Volume(v), veh/h 1042 318 321 21 1083 0 83 244 254 456 351 466 Grp Sat Flow(s),veh/h/ln 1546 1590 1598 1594 1590 1418 1606 1602 1662 1606 1687 1409 Q Serve(g_s), s 49.7 9.2 9.4 1.9 42.8 0.0 6.7 22.2 22.3 19.9 14.0 29.5 Cycle Q Clear(g_c), s 49.7 9.2 9.4 1.9 42.8 0.0 6.7 22.2 22.3 19.9 14.0 29.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 1078 1199 1205 79 1424 285 284 295 632 663 796 V/C Ratio(X) 0.97 0.27 0.27 0.27 0.76 0.29 0.86 0.86 0.72 0.53 0.59 Avail Cap(c_a), veh/h 1078 1199 1205 101 1424 285 284 295 632 663 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 5.7 5.8 68.7 34.7 0.0 53.5 59.9 60.1 56.4 54.0 21.7 Incr Delay (d2), s/veh 19.6 0.5 0.5 0.7 3.9 0.0 0.2 21.3 21.2 3.5 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.3 2.7 2.8 0.8 16.5 0.0 2.7 10.6 11.0 8.3 5.9 10.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 6.2 6.3 69.3 38.5 0.0 53.7 81.2 81.2 59.9 54.4 22.4 LnGrp LOS EAAED DFFEDC
Approach Vol, veh/h 1681 1104 A 581 1273
Approach Delay, s/veh 44.3 39.1 77.3 44.7
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 55.0 71.0 31.0 7.9 118.1 28.0
Change Period (Y+Rc), s 5.0 * 6.5 6.0 5.0 6.5 5.5
Max Green Setting (Gmax), s 50.0 * 31 25.0 5.0 74.5 22.5 Max Q Clear Time (g_c+I1), s 51.7 44.8 31.5 3.9 11.4 24.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.3
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.
Attachment 5
629
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
Attachment 5
630
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 10 50 10 10 10 140 2840 10 10 1220 200 Future Volume (veh/h) 270 10 50 10 10 10 140 2840 10 10 1220 200 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1687 1700 1700 1687 1700 Adj Flow Rate, veh/h 276 10 20 10 10 3 143 2898 10 10 1245 196 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000010010
Cap, veh/h 225 6 521 34 28 4 203 3117 11 62 1594 249
Arrive On Green 0.22 0.24 0.24 0.22 0.24 0.24 0.13 0.66 0.66 0.08 1.00 1.00 Sat Flow, veh/h 732 27 1419 0 114 17 1619 4737 16 1619 2767 433 Grp Volume(v), veh/h 286 0 20 23 0 0 143 1877 1031 10 717 724 Grp Sat Flow(s),veh/h/ln 758 0 1419 131 0 0 1619 1535 1684 1619 1602 1597 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 12.7 80.7 81.1 0.9 0.0 0.0 Cycle Q Clear(g_c), s 32.9 0.0 0.0 32.9 0.0 0.0 12.7 80.7 81.1 0.9 0.0 0.0 Prop In Lane 0.97 1.00 0.43 0.13 1.00 0.01 1.00 0.27
Lane Grp Cap(c), veh/h 213 0 521 63 0 0 203 2020 1108 62 923 920 V/C Ratio(X) 1.34 0.00 0.04 0.36 0.00 0.00 0.70 0.93 0.93 0.16 0.78 0.79 Avail Cap(c_a), veh/h 213 0 521 63 0 0 214 2020 1108 97 923 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.8 0.0 30.6 47.5 0.0 0.0 62.9 22.6 22.6 67.1 0.0 0.0 Incr Delay (d2), s/veh 181.1 0.0 0.0 3.5 0.0 0.0 7.8 9.1 14.8 0.5 6.4 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln19.2 0.0 0.5 0.8 0.0 0.0 5.6 28.4 33.0 0.4 1.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 241.8 0.0 30.7 50.9 0.0 0.0 70.8 31.7 37.4 67.5 6.4 6.7 LnGrp LOS F A C D A A E C D E A A
Approach Vol, veh/h 306 23 3051 1451
Approach Delay, s/veh 228.0 50.9 35.5 7.0
Approach LOS F D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 105.3 38.0 21.0 91.0 38.0
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 * 6 5.0
Max Green Setting (Gmax), s5.0 96.0 33.0 16.0 * 85 33.0 Max Q Clear Time (g_c+I1), s2.9 83.1 34.9 14.7 2.0 34.9 Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
631
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 540 80 1540 1580 80 890
Future Volume (veh/h) 540 80 1540 1580 80 890
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 1687 1687 1687 1687 1687 1687
Adj Flow Rate, veh/h 551 63 1571 1557 82 908
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 1 11111
Cap, veh/h 661 512 1880 2057 232 2364
Arrive On Green 0.21 0.21 0.98 1.00 0.14 0.74
Sat Flow, veh/h 3116 1429 3289 2516 1606 3289
Grp Volume(v), veh/h 551 63 1571 1557 82 908
Grp Sat Flow(s),veh/h/ln1558 1429 1602 1258 1606 1602
Q Serve(g_s), s 25.4 0.0 8.2 90.8 6.9 15.6
Cycle Q Clear(g_c), s 25.4 0.0 8.2 90.8 6.9 15.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 661 512 1880 2057 232 2364
V/C Ratio(X) 0.83 0.12 0.84 0.76 0.35 0.38
Avail Cap(c_a), veh/h 883 613 1880 2057 232 2364
HCM Platoon Ratio 1.00 1.00 1.67 1.67 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.5 32.3 0.7 0.0 57.9 7.2
Incr Delay (d2), s/veh 4.0 0.0 4.6 2.7 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln10.2 2.6 1.7 0.8 2.8 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 32.4 5.3 2.7 58.2 7.7
LnGrp LOS E C AAEA
Approach Vol, veh/h 614 3128 990
Approach Delay, s/veh 57.6 4.0 11.9
Approach LOS E A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s23.7 93.0 33.3 116.7
Change Period (Y+Rc), s 6.0 * 6 5.3 6.0
Max Green Setting (Gmax), s8.0 * 87 38.7 100.0
Max Q Clear Time (g_c+I1), s8.9 92.8 27.4 17.6
Green Ext Time (p_c), s 0.0 0.0 0.7 4.2
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
632
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
15: Cannon St & Loma St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 30 40 1580 940 30
Future Vol, veh/h 30 30 40 1580 940 30
Conflicting Peds, #/hr 0 01001
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 00110
Mvmt Flow 32 32 42 1663 989 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1906 496 1022 0 - 0
Stage 1 990 -----
Stage 2 916 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 62 525 687 - - -
Stage 1 325 -----
Stage 2 355 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 58 525 686 - - -
Mov Cap-2 Maneuver 58 -----
Stage 1 305 -----
Stage 2 355 -----
Approach EB NB SB
HCM Control Delay, s 82.7 0.3 0
HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 686 - 104 - -
HCM Lane V/C Ratio 0.061 - 0.607 - -
HCM Control Delay (s) 10.6 - 82.7 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.2 - 2.9 - -
Attachment 5
633
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 2990 0 0 1280
Future Vol, veh/h 0 0 2990 0 0 1280
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 3250 0 0 1391
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3946 1625 0 0 3250 0
Stage 1 3250 -----
Stage 2 696 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 4 80 - - 29 -
Stage 1 9 -----
Stage 2 448 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 4 80 - - 29 -
Mov Cap-2 Maneuver 4 -----
Stage 1 9 -----
Stage 2 448 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 29 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
634
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 3120 1430 0
Future Vol, veh/h 0 0 0 3120 1430 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 0 3391 1554 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2910 777 1554 0 - 0
Stage 1 1554 -----
Stage 2 1356 -----
Critical Hdwy 6.25 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 6 -----
Follow-up Hdwy 3.65 3.3 2.2 - - -
Pot Cap-1 Maneuver 20 344 432 - - -
Stage 1 160 -----
Stage 2 189 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 20 344 432 - - -
Mov Cap-2 Maneuver 20 -----
Stage 1 160 -----
Stage 2 189 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 432 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
635
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1620 0 0 970
Future Vol, veh/h 0 0 1620 0 0 970
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 1761 0 0 1054
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 881 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 294 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 294 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
636
Intersection Analysis Summary
Report File: N:\...\04_FYNoImprovementPM.pdf 7/21/2023
Vistro File: N:\...\Villa Park_v6.vistro Scenario 4 Future PM Peak Hour MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 14 Serrano Ave & Cannon St Signalized ICU 2 NB Thru 0.696 - B 13 Taft Ave & Cannon St Signalized ICU 2 NB Thru 0.783 - C 12 Signalized ICU 2 WB Thru 0.935 - E
10 Villa Park Rd & Hewes St Signalized ICU 2 WB Thru 0.889 - D 9 Villa Park Rd & Lemon St Signalized ICU 2 WB Thru 0.524 - A 7 Villa Park Rd & Center Dr Signalized ICU 2 WB Thru 0.547 - A 1 Villa Park Rd & Wanda Rd Signalized ICU 2 EB Thru 0.774 - C ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5
637
Volume to Capacity (v/c): 0.774
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 175.00 100.00 100.00 225.00 100.00 300.00 150.00 100.00 175.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 1 0 1 11
Pedestrian Volume [ped/h] 0 0 0 1
Total Analysis Volume [veh/h] 150 540 60 150 380 290 430 1080 250 60 1010 330 Total 15-Minute Volume [veh/h] 38 135 15 38 95 73 108 270 63 15 253 83 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 540 60 150 380 290 430 1080 250 60 1010 330 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 540 60 150 380 290 430 1080 250 60 1010 330 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
638
Intersection V/C 0.774
Intersection LOS C
V/C, Movement V/C Ratio 0.09 0.18 0.18 0.09 0.22 0.04 0.13 0.32 0.06 0.04 0.30 0.11 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - Lead - - Lag - -
Auxiliary Signal Groups 1,4 3,6 2,7
Signal Group 3 8 0 7 4 4 1 6 6 5 2 2
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
639
Volume to Capacity (v/c): 0.547
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 140.00 100.00 100.00 160.00 100.00 100.00 150.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 5 0
Pedestrian Volume [ped/h] 0 1 0 0
Total Analysis Volume [veh/h] 20 40 20 50 30 80 90 1140 20 20 1320 90 Total 15-Minute Volume [veh/h] 5 10 5 13 8 20 23 285 5 5 330 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 20 40 20 50 30 80 90 1140 20 20 1320 90 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 40 20 50 30 80 90 1140 20 20 1320 90 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
640
Intersection V/C 0.547
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.04 0.04 0.03 0.06 0.06 0.05 0.34 0.01 0.01 0.39 0.05 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 4 0 0 4 0 5 2 0 1 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Cycle Length [s] 111
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
641
Volume to Capacity (v/c): 0.524
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
Crosswalk Yes Yes No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 115.00 100.00 180.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 2 0
Pedestrian Volume [ped/h] 1 1 0
Total Analysis Volume [veh/h] 70 50 100 1110 1380 110
Total 15-Minute Volume [veh/h] 18 13 25 278 345 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 70 50 100 1110 1380 110
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 50 100 1110 1380 110
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
642
Intersection V/C 0.524
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.04 0.06 0.33 0.41 0.06
Movement, Approach, & Intersection Results
Lead / Lag Lag - Lead - - -
Auxiliary Signal Groups
Signal Group 4 0 1 6 2 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 108
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
643
Volume to Capacity (v/c): 0.889
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 215.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 6 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Total 15-Minute Volume [veh/h] 38 0 150 0 2 0 0 260 35 78 335 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
644
Intersection V/C 0.889
Intersection LOS D
V/C, Movement V/C Ratio 0.09 0.00 0.35 0.00 0.00 0.00 0.00 0.31 0.08 0.18 0.39 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 4 0 0 0 8 0 0 2 0 1 6 0
Control Type Split Permiss Split Split Split Split Permiss Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
645
Volume to Capacity (v/c): 0.935
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 80.00 100.00 100.00 375.00 100.00 250.00 325.00 100.00 100.00 150.00 100.00 450.00 No. of Lanes in Entry Pocket 1 0 0 2 0 1 2 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 3 1 1
Pedestrian Volume [ped/h] 1 0 1 0
Total Analysis Volume [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Total 15-Minute Volume [veh/h] 20 115 5 125 63 133 250 135 20 5 260 383 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5
646
Intersection V/C 0.935
Intersection LOS E
V/C, Movement V/C Ratio 0.05 0.14 0.14 0.15 0.07 0.02 0.29 0.18 0.18 0.01 0.31 0.00 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 1,4
Signal Group 0 8 0 0 4 4 1 6 0 5 2 0
Control Type Split Split Split Split Split Overlap Protecte Permiss Permiss Protecte Permiss Unsigna Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 140
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
647
Volume to Capacity (v/c): 0.783
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 225.00 100.00 100.00 150.00 100.00 100.00 100.00 100.00 200.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 2 0 2 0
Pedestrian Volume [ped/h] 1 0 1 0
Total Analysis Volume [veh/h] 140 2840 10 10 1220 200 270 10 50 10 10 10 Total 15-Minute Volume [veh/h] 35 710 3 3 305 50 68 3 13 3 3 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 140 2840 10 10 1220 200 270 10 50 10 10 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 140 2840 10 10 1220 200 270 10 50 10 10 10 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
648
Intersection V/C 0.783
Intersection LOS C
V/C, Movement V/C Ratio 0.08 0.56 0.56 0.01 0.42 0.42 0.16 0.16 0.00 0.01 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lag - - Lead - - - - - - - -
Auxiliary Signal Groups 4,5
Signal Group 5 2 0 1 6 0 0 4 4 0 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Overlap Permiss Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Cycle Length [s] 150
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
649
Volume to Capacity (v/c): 0.696
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
Crosswalk No Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 150.00 275.00 100.00 350.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 1540 1580 80 890 540 80
Total 15-Minute Volume [veh/h] 385 395 20 223 135 20
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 1540 1580 80 890 540 80
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1540 1580 80 890 540 80
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
650
Intersection V/C 0.696
Intersection LOS B
V/C, Movement V/C Ratio 0.45 0.31 0.05 0.26 0.16 0.00
Movement, Approach, & Intersection Results
Lead / Lag - - Lag - Lag -
Auxiliary Signal Groups 2,4 1,4
Signal Group 2 2 1 6 4 4
Control Type Permissive Overlap Protected Permissive Split Overlap Phasing & Timing
Lost time [s] 8.00
Cycle Length [s] 150
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
651
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1050 220 700 1060 210 310
Future Volume (vph) 1050 220 700 1060 210 310
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3076 1354 2984 3076 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3076 1354 2984 3076 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1105 232 737 1116 221 326
RTOR Reduction (vph) 0 36 0 0 0 287
Lane Group Flow (vph) 1105 196 737 1116 221 39
Confl. Peds. (#/hr) 2 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5% 5% 5% 5% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 64.5 64.5 36.2 106.7 12.5 12.5
Effective Green, g (s) 69.5 69.5 41.2 111.7 17.5 17.5
Actuated g/C Ratio 0.48 0.48 0.28 0.77 0.12 0.12
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1474 648 847 2369 189 169
v/s Ratio Prot c0.36 c0.25 0.36 c0.14 0.03
v/s Ratio Perm 0.14
v/c Ratio 0.75 0.30 0.87 0.47 1.17 0.23
Uniform Delay, d1 30.7 23.0 49.4 6.0 63.8 57.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.5 1.2 9.7 0.7 118.5 0.3
Delay (s) 34.2 24.2 59.0 6.7 182.2 57.9
Level of Service C C E A F E
Approach Delay (s) 32.5 27.5 108.2
Approach LOS C C F
Intersection Summary
HCM 2000 Control Delay 41.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 145.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
652
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 11: Linda Vista St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 1250 40 10 1640 100 10 10 30 30 0 110 Future Volume (veh/h) 70 1250 40 10 1640 100 10 10 30 30 0 110 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1700 1700 1634 1634 1700 1700 1700 1660 1660 1660 Adj Flow Rate, veh/h 74 1316 42 11 1726 105 11 11 32 32 0 116 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 550055000333
Cap, veh/h 91 1847 835 110 2661 162 64 57 113 70 11 135 Arrive On Green 0.06 0.60 0.60 0.09 0.82 0.82 0.12 0.12 0.12 0.12 0.00 0.12 Sat Flow, veh/h 1556 3104 1404 1619 4298 261 167 468 924 215 90 1107 Grp Volume(v), veh/h 74 1316 42 11 1193 638 54 0 0 148 0 0 Grp Sat Flow(s),veh/h/ln 1556 1552 1404 1619 1487 1585 1559 0 0 1412 0 0 Q Serve(g_s), s 4.7 29.8 1.2 0.6 15.2 15.3 0.0 0.0 0.0 6.8 0.0 0.0 Cycle Q Clear(g_c), s 4.7 29.8 1.2 0.6 15.2 15.3 3.2 0.0 0.0 10.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.16 0.20 0.59 0.22 0.78
Lane Grp Cap(c), veh/h 91 1847 835 110 1841 982 234 0 0 216 0 0 V/C Ratio(X) 0.81 0.71 0.05 0.10 0.65 0.65 0.23 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 171 1847 835 110 1841 982 282 0 0 262 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.71 0.71 0.71 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 46.5 14.2 8.5 42.7 4.7 4.7 39.9 0.0 0.0 43.0 0.0 0.0 Incr Delay (d2), s/veh 15.3 2.4 0.1 0.3 1.3 2.4 0.2 0.0 0.0 3.5 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 2.1 9.1 0.3 0.2 2.6 3.1 1.2 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 16.6 8.6 42.9 6.0 7.1 40.1 0.0 0.0 46.5 0.0 0.0 LnGrp LOS E B A D A A D A A D A A
Approach Vol, veh/h 1432 1842 54 148
Approach Delay, s/veh 18.7 6.6 40.1 46.5
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.3 67.0 18.7 11.9 69.4 18.7
Change Period (Y+Rc), s 7.5 * 7.5 6.5 6.0 7.5 6.5
Max Green Setting (Gmax), s 5.0 * 60 15.5 11.0 53.5 15.5 Max Q Clear Time (g_c+I1), s 2.6 31.8 5.2 6.7 17.3 12.3 Green Ext Time (p_c), s 0.0 10.4 0.1 0.0 16.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
653
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Santiago Canyon Road Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Future Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1660 1660 1660 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 412 835 95 21 577 0 155 196 23 1340 495 916 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 555333222222
Cap, veh/h 574 863 98 106 775 239 377 44 1440 757 1601
Arrive On Green 0.19 0.31 0.31 0.07 0.17 0.00 0.15 0.13 0.08 0.47 0.45 0.45 Sat Flow, veh/h 3018 2804 319 1581 4532 1407 1594 2866 332 3092 1673 2486 Grp Volume(v), veh/h 412 462 468 21 577 0 155 108 111 1340 495 916 Grp Sat Flow(s),veh/h/ln 1509 1552 1571 1581 1511 1407 1594 1590 1608 1546 1673 1243 Q Serve(g_s), s 12.8 29.4 29.4 1.3 12.1 0.0 9.2 6.3 6.5 40.9 23.0 7.0 Cycle Q Clear(g_c), s 12.8 29.4 29.4 1.3 12.1 0.0 9.2 6.3 6.5 40.9 23.0 7.0 Prop In Lane 1.00 0.20 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 574 478 484 106 775 239 209 211 1440 757 1601 V/C Ratio(X) 0.72 0.97 0.97 0.20 0.74 0.65 0.51 0.53 0.93 0.65 0.57 Avail Cap(c_a), veh/h 574 478 484 150 775 349 209 211 1500 757 1601 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 34.1 34.1 44.1 39.4 0.0 40.0 40.5 41.0 25.2 21.3 2.7 Incr Delay (d2), s/veh 3.7 32.5 32.3 0.3 3.5 0.0 1.1 1.0 1.2 10.1 4.4 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 4.8 14.5 14.6 0.5 4.5 0.0 3.6 2.5 2.6 15.4 9.1 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 66.7 66.4 44.4 42.9 0.0 41.1 41.4 42.3 35.3 25.7 4.2 LnGrp LOS D E E D D DDDDCA
Approach Vol, veh/h 1342 598 A 374 2751
Approach Delay, s/veh 58.9 42.9 41.5 23.2
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.5 18.0 16.1 47.2 7.2 32.3 49.1 14.2 Change Period (Y+Rc), s 6.5 * 5.5 5.0 6.0 5.0 6.5 5.0 * 6 Max Green Setting (Gmax), s 15.0 * 13 18.0 33.0 5.0 21.5 46.0 * 5.5 Max Q Clear Time (g_c+I1), s 15.8 14.1 11.2 25.0 3.3 31.4 42.9 8.5 Green Ext Time (p_c), s 0.0 0.0 0.1 2.9 0.0 0.0 1.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
Attachment 5
654
Intersection Analysis Summary
Report File: N:\...\05_FYBAM.pdf 7/21/2023
Vistro File: N:\...\Villa Park_v6.vistro Scenario 17 Future AM Peak Hour - Recommendations MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 12 Signalized ICU 2 SB Left 0.768 - C
11 Villa Park Rd & Linda Vista St Signalized ICU 2 EB Thru 0.495 - A 10 Villa Park Rd & Hewes St Signalized ICU 2 WB Thru 0.733 - C ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5
655
Volume to Capacity (v/c): 0.733
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 215.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 1 0 0 0
Pedestrian Volume [ped/h] 2 0 1 0
Total Analysis Volume [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Total 15-Minute Volume [veh/h] 53 0 78 0 0 0 0 263 55 175 265 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 210 0 310 0 1 0 0 1050 220 700 1060 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
656
Intersection V/C 0.733
Intersection LOS C
V/C, Movement V/C Ratio 0.12 0.00 0.18 0.00 0.00 0.00 0.00 0.31 0.13 0.21 0.31 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 4 0 0 0 8 0 0 2 0 1 6 0
Control Type Split Permiss Split Split Split Split Permiss Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 7.00
Cycle Length [s] 145
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
657
Volume to Capacity (v/c): 0.495
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 11: Villa Park Rd & Linda Vista St
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 115.00 100.00 100.00 140.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 10 10 30 30 0 110 70 1250 40 10 1640 100 Total 15-Minute Volume [veh/h] 3 3 8 8 0 28 18 313 10 3 410 25 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 10 10 30 30 0 110 70 1250 40 10 1640 100 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 10 10 30 30 0 110 70 1250 40 10 1640 100 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
658
Intersection V/C 0.495
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.03 0.03 0.02 0.00 0.08 0.04 0.37 0.02 0.01 0.34 0.34 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lag - -
Auxiliary Signal Groups
Signal Group 0 4 0 0 8 0 5 2 0 1 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
659
Volume to Capacity (v/c): 0.768
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 80.00 100.00 100.00 375.00 100.00 250.00 325.00 100.00 100.00 150.00 100.00 450.00 No. of Lanes in Entry Pocket 1 0 0 2 0 1 2 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 0 1
Pedestrian Volume [ped/h] 0 0 6 0
Total Analysis Volume [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Total 15-Minute Volume [veh/h] 38 48 10 325 120 260 100 203 25 5 140 125 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 190 40 1300 480 1040 400 810 100 20 560 500 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5
660
Intersection V/C 0.768
Intersection LOS C
V/C, Movement V/C Ratio 0.09 0.07 0.07 0.38 0.28 0.31 0.12 0.27 0.27 0.01 0.11 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - Lag - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 4 1 6 0 5 2 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Unsigna Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
661
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1040 140 310 1340 150 600
Future Volume (vph) 1040 140 310 1340 150 600
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 3072 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 3072 3167 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1095 147 326 1411 158 632
RTOR Reduction (vph) 0 20 0 0 0 550
Lane Group Flow (vph) 1095 127 326 1411 158 82
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 68.4 68.4 8.0 82.4 8.6 8.6
Effective Green, g (s) 73.4 73.4 13.0 87.4 13.6 13.6
Actuated g/C Ratio 0.70 0.70 0.12 0.83 0.13 0.13
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 2213 977 380 2636 203 181
v/s Ratio Prot 0.35 c0.11 c0.45 c0.10 0.06
v/s Ratio Perm 0.09
v/c Ratio 0.49 0.13 0.86 0.54 0.78 0.45
Uniform Delay, d1 7.3 5.2 45.1 2.7 44.2 42.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.3 17.1 0.8 15.6 0.7
Delay (s) 8.1 5.5 62.2 3.4 59.9 42.9
Level of Service AAEAED
Approach Delay (s) 7.8 14.5 46.3
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
662
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 11: Linda Vista St & Villa Park Rd Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1600 30 10 1620 20 10 0 10 10 0 20 Future Volume (veh/h) 10 1600 30 10 1620 20 10 0 10 10 0 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1700 1700 1673 1673 1700 1700 1700 1660 1660 1660 Adj Flow Rate, veh/h 11 1684 32 11 1705 21 11 0 11 11 0 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 220022000333
Cap, veh/h 232 2435 1080 21 2887 36 74 12 41 58 9 51
Arrive On Green 0.15 0.77 0.77 0.03 1.00 1.00 0.05 0.00 0.05 0.05 0.00 0.05 Sat Flow, veh/h 1594 3180 1410 1619 4650 57 529 216 745 321 170 938 Grp Volume(v), veh/h 11 1684 32 11 1117 609 22 0 0 32 0 0 Grp Sat Flow(s),veh/h/ln 1594 1590 1410 1619 1523 1662 1490 0 0 1430 0 0 Q Serve(g_s), s 0.7 31.6 0.7 0.8 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.7 31.6 0.7 0.8 0.0 0.0 1.6 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.50 0.50 0.34 0.66
Lane Grp Cap(c), veh/h 232 2435 1080 21 1891 1032 125 0 0 117 0 0 V/C Ratio(X) 0.05 0.69 0.03 0.53 0.59 0.59 0.18 0.00 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 232 2435 1080 67 1891 1032 291 0 0 280 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.53 0.53 0.53 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.1 7.0 3.4 58.1 0.0 0.0 54.4 0.0 0.0 54.9 0.0 0.0 Incr Delay (d2), s/veh 0.1 1.6 0.1 10.7 0.7 1.3 0.2 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.8 0.1 0.4 0.2 0.4 0.6 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 8.6 3.4 68.8 0.7 1.3 54.7 0.0 0.0 55.3 0.0 0.0 LnGrp LOS D AAEAADAAEAA
Approach Vol, veh/h 1727 1737 22 32
Approach Delay, s/veh 8.8 1.4 54.7 55.3
Approach LOS A A D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 99.4 13.1 24.9 82.0 13.1
Change Period (Y+Rc), s 6.0 7.5 6.5 7.5 * 7.5 6.5
Max Green Setting (Gmax), s 5.0 74.5 20.5 5.0 * 75 20.5 Max Q Clear Time (g_c+I1), s 2.8 33.6 3.6 2.7 2.0 4.5
Green Ext Time (p_c), s 0.0 17.3 0.0 0.0 17.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Attachment 5
663
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Santiago Canyon Road Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 75 21 1083 0 83 479 19 521 260 492 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 1145 1595 212 93 1129 153 497 20 493 388 1552 Arrive On Green 0.37 0.57 0.56 0.06 0.25 0.00 0.09 0.16 0.12 0.16 0.23 0.23 Sat Flow, veh/h 3092 2815 375 1594 4569 1418 1606 3140 124 3116 1687 2480 Grp Volume(v), veh/h 1042 317 320 21 1083 0 83 244 254 521 260 492 Grp Sat Flow(s),veh/h/ln 1546 1590 1600 1594 1523 1418 1606 1602 1662 1558 1687 1240 Q Serve(g_s), s 38.4 12.9 13.0 1.5 28.1 0.0 5.9 18.1 18.2 19.0 16.8 11.3 Cycle Q Clear(g_c), s 38.4 12.9 13.0 1.5 28.1 0.0 5.9 18.1 18.2 19.0 16.8 11.3 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 1145 901 906 93 1129 153 254 263 493 388 1552 V/C Ratio(X) 0.91 0.35 0.35 0.23 0.96 0.54 0.96 0.97 1.06 0.67 0.32 Avail Cap(c_a), veh/h 1397 901 906 126 1129 153 254 263 493 388 1552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 14.1 14.1 53.9 44.6 0.0 51.8 50.1 50.3 50.5 42.1 10.8 Incr Delay (d2), s/veh 7.2 1.1 1.1 0.5 18.6 0.0 2.2 45.5 45.4 56.1 3.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.7 4.5 4.6 0.6 12.0 0.0 2.4 10.3 10.7 11.0 7.2 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 15.2 15.2 54.3 63.2 0.0 54.1 95.6 95.8 106.6 45.7 10.8 LnGrp LOS D B B D E D F F F D B
Approach Vol, veh/h 1679 1104 A 581 1273
Approach Delay, s/veh 32.5 63.0 89.8 57.1
Approach LOS C E F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 47.2 31.8 12.0 29.0 7.5 71.5 21.0 20.0 Change Period (Y+Rc), s 5.0 * 6.5 5.0 6.0 5.0 6.5 6.0 * 5.5 Max Green Setting (Gmax), s 52.0 * 18 7.0 22.0 5.0 63.5 15.0 * 15 Max Q Clear Time (g_c+I1), s 40.4 30.1 7.9 18.8 3.5 15.0 21.0 20.2 Green Ext Time (p_c), s 1.8 0.0 0.0 0.8 0.0 2.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
Attachment 5
664
Intersection Analysis Summary
Report File: N:\...\05_FYBPM.pdf 7/21/2023
Vistro File: N:\...\Villa Park_v6.vistro Scenario 18 Future PM Peak Hour - Recommendation MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 12 Signalized ICU 2 EB Left 0.828 - D
11 Villa Park Rd & Linda Vista St Signalized ICU 2 EB Thru 0.526 - A 10 Villa Park Rd & Hewes St Signalized ICU 2 WB Thru 0.791 - C ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5
665
Volume to Capacity (v/c): 0.791
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 215.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 0 6 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Total 15-Minute Volume [veh/h] 38 0 150 0 2 0 0 260 35 78 335 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 0 600 0 6 0 0 1040 140 310 1340 0 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
666
Intersection V/C 0.791
Intersection LOS C
V/C, Movement V/C Ratio 0.09 0.00 0.35 0.00 0.00 0.00 0.00 0.31 0.08 0.09 0.39 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 4 0 0 0 8 0 0 2 0 1 6 0
Control Type Split Permiss Split Split Split Split Permiss Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 105
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
667
Volume to Capacity (v/c): 0.526
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Intersection 11: Villa Park Rd & Linda Vista St
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 115.00 100.00 100.00 140.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 10 0 10 10 0 20 10 1600 30 10 1620 20 Total 15-Minute Volume [veh/h] 3 0 3 3 0 5 3 400 8 3 405 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 10 0 10 10 0 20 10 1600 30 10 1620 20 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 10 0 10 10 0 20 10 1600 30 10 1620 20 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5
668
Intersection V/C 0.526
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.00 0.01 0.01 0.00 0.02 0.01 0.47 0.02 0.01 0.32 0.32 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lag - - Lead - -
Auxiliary Signal Groups
Signal Group 0 4 0 0 8 0 5 2 0 1 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Cycle Length [s] 120
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
669
Volume to Capacity (v/c): 0.828
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 1 hour
Analysis Method: ICU 2
Control Type: Signalized
Crosswalk Yes No Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 80.00 100.00 100.00 375.00 100.00 250.00 325.00 100.00 100.00 150.00 100.00 450.00 No. of Lanes in Entry Pocket 1 0 0 2 0 1 2 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Bicycle Volume [bicycles/h] 3 3 1 1
Pedestrian Volume [ped/h] 1 0 1 0
Total Analysis Volume [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Total 15-Minute Volume [veh/h] 20 115 5 125 63 133 250 135 20 5 260 383 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 80 460 20 500 250 530 1000 540 80 20 1040 1530 Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5
670
Intersection V/C 0.828
Intersection LOS D
V/C, Movement V/C Ratio 0.05 0.14 0.14 0.15 0.15 0.16 0.29 0.18 0.18 0.01 0.20 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lag - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 4 1 6 0 5 2 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Unsigna Phasing & Timing
Lost time [s] 6.00
Cycle Length [s] 120
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
671
A4
Attachment D: Intersection Queueing
Analysis Worksheets
Attachment 5
672
Queues MPAH Amendment Study - Villa Park Rd
12: Cannon St & Santiago Canyon Rd Existing AM Peak Hour Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 375 884 16 484 377 143 149 894 769 736 v/c Ratio 0.66 0.83 0.11 0.75 0.27 0.60 0.31 0.82 0.69 0.79 Control Delay 46.1 53.4 53.0 56.5 0.5 61.4 39.3 43.7 38.1 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.1 53.4 53.0 56.5 0.5 61.4 39.3 43.7 38.1 14.5 Queue Length 50th (ft) 168 395 13 200 0 113 46 409 326 161 Queue Length 95th (ft) m214 #526 35 262 0 180 77 #600 441 288 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 654 1059 206 687 1403 289 581 1095 1120 970 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.57 0.83 0.08 0.70 0.27 0.49 0.26 0.82 0.69 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Attachment 5
673
MPAH Amendment Study - Villa Park Rd
Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 735 447 14 1038 1539 73 343 315 324 456 v/c Ratio 0.88 0.25 0.10 0.92 1.09 0.34 0.79 0.62 0.62 0.59 Control Delay 50.7 11.3 57.8 56.4 56.3 59.7 72.4 57.4 57.1 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.7 11.3 57.8 56.4 56.3 59.7 72.4 57.4 57.1 11.1 Queue Length 50th (ft) 325 91 12 476 ~231 61 160 157 161 110 Queue Length 95th (ft) 408 189 34 #741 #495 113 #227 194 198 137 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 875 1809 193 1133 1417 217 433 746 771 791 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.84 0.25 0.07 0.92 1.09 0.34 0.79 0.42 0.42 0.58 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
674
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1105 232 737 1116 221 326
v/c Ratio 0.94 0.42 1.14 0.45 1.32 0.74
Control Delay 55.7 29.6 119.0 7.1 228.7 16.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 29.6 119.0 7.1 228.7 16.9
Queue Length 50th (ft) 475 106 ~810 86 ~269 0
Queue Length 95th (ft) #1009 #307 #1059 405 #441 105
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1181 556 647 2496 167 441
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.94 0.42 1.14 0.45 1.32 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Attachment 5
675
MPAH Amendment Study - Villa Park Rd
Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 412 938 21 577 515 155 237 911 924 1072 v/c Ratio 0.48 0.70 0.14 0.95 0.37 0.93 0.70 0.91 0.90 1.08 Control Delay 32.0 26.5 44.0 67.7 0.7 100.6 51.3 44.4 42.7 66.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.0 26.5 44.0 67.7 0.7 100.6 51.3 44.4 42.7 66.3 Queue Length 50th (ft) 111 223 13 193 0 100 71 316 318 ~361 Queue Length 95th (ft) 158 354 36 #302 0 #223 #119 #455 #455 #1009 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 850 1347 148 605 1403 166 340 1002 1030 990 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.48 0.70 0.14 0.95 0.37 0.93 0.70 0.91 0.90 1.08 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
676
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1095 147 326 1411 158 632
v/c Ratio 0.62 0.18 0.73 0.53 0.83 0.87
Control Delay 23.1 12.2 53.4 3.6 90.1 17.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.1 12.2 53.4 3.6 90.1 17.9
Queue Length 50th (ft) 329 42 259 135 137 0
Queue Length 95th (ft) 464 92 337 163 #261 #205
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1772 799 551 2686 191 726
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.62 0.18 0.59 0.53 0.83 0.87
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Attachment 5
677
MPAH Amendment Study - Villa Park Rd
Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 1042 646 21 1083 1594 83 500 386 395 552 v/c Ratio 0.97 0.38 0.21 1.43 1.12 0.29 0.89 0.76 0.75 0.61 Control Delay 69.6 20.2 72.0 239.3 72.4 56.9 78.2 40.8 40.2 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.6 20.2 72.0 239.3 72.4 56.9 78.2 40.8 40.2 20.2 Queue Length 50th (ft) 517 194 20 ~770 ~359 71 253 176 180 452 Queue Length 95th (ft) #665 243 50 #909 #623 125 #350 m247 m251 593 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 1071 1719 100 760 1417 283 565 540 559 906 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.97 0.38 0.21 1.43 1.12 0.29 0.88 0.71 0.71 0.61 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
678
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1105 232 737 1116 221 326
v/c Ratio 0.71 0.32 0.87 0.45 1.17 0.72
Control Delay 32.1 19.3 61.2 7.8 172.0 15.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.1 19.3 61.2 7.8 172.0 15.4
Queue Length 50th (ft) 368 77 339 99 ~248 0
Queue Length 95th (ft) #823 220 422 420 #420 103
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1558 720 864 2454 189 455
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.71 0.32 0.85 0.45 1.17 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Attachment 5
679
MPAH Amendment Study - Villa Park Rd
Future AM Peak Hour - Recommendations
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 412 938 21 577 515 155 237 1340 495 1072 v/c Ratio 0.74 0.96 0.14 0.75 0.37 0.56 0.62 0.92 0.71 0.62 Control Delay 47.5 55.4 44.0 46.3 0.7 44.9 46.6 35.9 32.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.5 55.4 44.0 46.3 0.7 44.9 46.6 35.9 32.3 4.6 Queue Length 50th (ft) 128 281 13 129 0 91 71 387 259 36 Queue Length 95th (ft) 181 #500 36 171 0 149 #119 #540 #447 75 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 566 977 148 770 1403 346 385 1489 697 1734 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.73 0.96 0.14 0.75 0.37 0.45 0.62 0.90 0.71 0.62 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
680
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future PM Peak Hour - Recommsendations Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1095 147 326 1411 158 632
v/c Ratio 0.49 0.15 0.86 0.54 0.78 0.86
Control Delay 8.2 3.3 67.3 3.5 70.4 17.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.2 3.3 67.3 3.5 70.4 17.2
Queue Length 50th (ft) 156 16 112 108 104 0
Queue Length 95th (ft) 199 35 #188 136 #210 #191
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 2213 996 380 2636 203 731
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.49 0.15 0.86 0.54 0.78 0.86
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Attachment 5
681
MPAH Amendment Study - Villa Park Rd
Future PM Peak Hour - Recommsendations
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 1042 646 21 1083 1594 83 500 521 260 552 v/c Ratio 0.84 0.34 0.17 1.04 1.12 0.56 0.99 1.06 0.64 0.32 Control Delay 38.8 12.6 55.0 83.6 72.6 67.1 88.0 106.0 50.2 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 12.6 55.0 83.6 72.6 67.1 88.0 106.0 50.2 5.4 Queue Length 50th (ft) 362 107 15 ~343 ~285 62 204 ~228 187 57 Queue Length 95th (ft) 421 177 42 #488 #551 117 #321 #339 283 74 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 1387 1880 125 1043 1417 151 505 491 407 1859 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.75 0.34 0.17 1.04 1.12 0.55 0.99 1.06 0.64 0.30 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
682
A5
Attachment E: Traffic Signal Warrants
Attachment 5
683
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kathleen Ln Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 1 8 0 North/South
Through 0 0 1249 1134 x East/West
Right 0 9 0 0
Total 0 10 1,257 1,134
Major Street Minor Street Warrant Met Villa Park Rd E Trenton Ave * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,391 10
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
684
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 4 0 0 2 North/South
Through 0 0 1245 1130 x East/West
Right 7 0 5 0
Total 11 0 1,250 1,132
Major Street Minor Street Warrant Met Villa Park Rd Morrow Cir * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,382 11
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
685
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 4 14 0 North/South
Through 0 0 1238 1119 x East/West
Right 0 13 0 3
Total 0 17 1,252 1,122
Major Street Minor Street Warrant Met Villa Park Rd Prado Woods Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,374 17
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
686
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 3 4 0 North/South
Through 0 0 1238 1115 x East/West
Right 0 7 0 0
Total 0 10 1,242 1,115
Major Street Minor Street Warrant Met Villa Park Rd Kenwick Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,357 10
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
687
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 0 0 1 North/South
Through 0 0 1240 1115 x East/West
Right 2 0 1 0
Total 3 0 1,241 1,116
Major Street Minor Street Warrant Met Villa Park Rd Radec Ct * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,357 3
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
688
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 2 0 0 5 North/South
Through 0 0 1160 1010 x East/West
Right 2 0 6 0
Total 4 0 1,166 1,015
Major Street Minor Street Warrant Met Villa Park Rd Park Villa Ln * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,181 4
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
689
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 9 27 68 5 North/South
Through 1 0 1173 1218 x East/West
Right 21 103 39 99
Total 31 130 1,280 1,322
Major Street Minor Street Warrant Met Villa Park Rd N Linda Vista St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 2,602 130
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
690
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 28 0 34 0 x North/South
Through 678 1419 0 0 East/West
Right 0 43 45 0
Total 706 1,462 79 0
Major Street Minor Street Warrant Met Mesa Dr Cannon St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,168 79
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
691
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 0 4 0 North/South
Through 0 0 1065 1347 x East/West
Right 0 2 0 0
Total 0 2 1,069 1,347
Major Street Minor Street Warrant Met Villa Park Rd E Trenton Ave * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,416 2
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Kathleen Ln
Attachment 5
692
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 4 0 0 2 North/South
Through 0 0 1064 1343 x East/West
Right 1 0 1 0
Total 5 0 1,065 1,345
Major Street Minor Street Warrant Met Villa Park Rd Morrow Cir * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,410 5
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
693
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 2 18 0 North/South
Through 0 0 1047 1341 x East/West
Right 0 4 0 4
Total 0 6 1,065 1,345
Major Street Minor Street Warrant Met Villa Park Rd Prado Woods Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,410 6
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
694
EX
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 0 6 0 North/South
Through 0 0 1043 1337 x East/West
Right 0 8 0 3
Total 0 8 1,049 1,340
Major Street Minor Street Warrant Met Villa Park Rd Kenwick Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,389 8
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
695
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 0 0 1 North/South
Through 0 0 1041 1339 x East/West
Right 0 0 2 0
Total 1 0 1,043 1,340
Major Street Minor Street Warrant Met Villa Park Rd Radec Ct * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,383 1
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
696
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 6 0 0 3 North/South
Through 0 0 1005 1352 x East/West
Right 2 0 5 0
Total 8 0 1,010 1,355
Major Street Minor Street Warrant Met Villa Park Rd Park Villa Ln * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,365 8
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
697
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 6 9 8 2 North/South
Through 0 0 1120 1489 x East/West
Right 6 19 22 13
Total 12 28 1,150 1,504
Major Street Minor Street Warrant Met Villa Park Rd N Linda Vista St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,654 28
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
698
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 38 0 25 0 x North/South
Through 1269 751 0 0 East/West
Right 0 29 28 0
Total 1,307 780 53 0
Major Street Minor Street Warrant Met Mesa Dr Cannon St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,087 53
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
699
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 10 10 0 North/South
Through 0 0 1300 1310 x East/West
Right 0 10 0 0
Total 0 20 1,310 1,310
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,620 20
Major Street Minor Street Warrant Met Villa Park Rd E Trenton Ave 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Kathleen Ln
Attachment 5
700
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1300 1300 x East/West
Right 10 0 10 0
Total 20 0 1,310 1,310
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,620 20
Major Street Minor Street Warrant Met Villa Park Rd Morrow Cir 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
701
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 10 20 0 North/South
Through 0 0 1290 1290 x East/West
Right 0 20 0 10
Total 0 30 1,310 1,300
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,610 30
Major Street Minor Street Warrant Met Villa Park Rd Prado Woods Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
702
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 10 10 0 North/South
Through 0 0 1290 1290 x East/West
Right 0 10 0 0
Total 0 20 1,300 1,290
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,590 20
Major Street Minor Street Warrant Met Villa Park Rd Kenwick Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
703
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1290 1290 x East/West
Right 10 0 10 0
Total 20 0 1,300 1,300
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,600 20
Major Street Minor Street Warrant Met Villa Park Rd Radec Ct 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
704
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1210 1190 x East/West
Right 10 0 10 0
Total 20 0 1,220 1,200
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,420 20
Major Street Minor Street Warrant Met Villa Park Rd Park Villa Ln 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
705
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 30 70 10 North/South
Through 10 0 1250 1640 x East/West
Right 30 110 40 100
Total 50 140 1,360 1,750
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 3,110 140
Major Street Minor Street Warrant Met Villa Park Rd N Linda Vista St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
706
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 30 0 40 0 x North/South
Through 920 1770 0 0 East/West
Right 0 60 60 0
Total 950 1,830 100 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 2,780 100
Major Street Minor Street Warrant Met Mesa Dr Cannon St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
707
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 0 10 0 North/South
Through 0 0 1280 1420 x East/West
Right 0 10 0 0
Total 0 10 1,290 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,710 10
Major Street Minor Street Warrant Met Villa Park Rd E Trenton Ave 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Kathleen Ln
Attachment 5
708
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1270 1410 x East/West
Right 10 0 10 0
Total 20 0 1,280 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,700 20
Major Street Minor Street Warrant Met Villa Park Rd Morrow Cir 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
709
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 10 20 0 North/South
Through 0 0 1260 1410 x East/West
Right 0 10 0 10
Total 0 20 1,280 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,700 20
Major Street Minor Street Warrant Met Villa Park Rd Prado Woods Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
710
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 0 10 0 North/South
Through 0 0 1260 1410 x East/West
Right 0 10 0 10
Total 0 10 1,270 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,690 10
Major Street Minor Street Warrant Met Villa Park Rd Kenwick Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
711
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1250 1410 x East/West
Right 0 0 10 0
Total 10 0 1,260 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,680 10
Major Street Minor Street Warrant Met Villa Park Rd Radec Ct 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
712
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1200 1420 x East/West
Right 10 0 10 0
Total 20 0 1,210 1,430
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,640 20
Major Street Minor Street Warrant Met Villa Park Rd Park Villa Ln 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
713
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 10 10 10 10 North/South
Through 0 0 1600 1620 x East/West
Right 10 20 30 20
Total 20 30 1,640 1,650
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 3,290 30
Major Street Minor Street Warrant Met Villa Park Rd N Linda Vista St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
714
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 40 0 30 0 x North/South
Through 1580 940 0 0 East/West
Right 0 30 30 0
Total 1,620 970 60 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,590 60
Major Street Minor Street Warrant Met Mesa Dr Cannon St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
715
A6
Attachment F: Collision Data
Attachment 5
716
https://tims.berkeley.edu/
2023/07/07
Crash Details for: Case ID 8717340
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 09/14/2018 15:19
Location (Intersection) Villa Park Rd & N Wanda Rd
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash A - Head-On
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes South B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No West B - Proceeding Straight Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 12 6 - Suspected Minor Injury
2 2 - Passenger M - Male 58 0 - No Injury
Attachment 5
717
https://tims.berkeley.edu/
2023/07/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8784782
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 01/09/2019 14:06
Location (Intersection) East Katella Av & Wanda Rd
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash H - Other
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle No West D - Making Right Turn 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes West B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 84 7 - Possible Injury
Attachment 5
718
https://tims.berkeley.edu/
2023/07/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8874276
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 05/14/2019 06:36
Location (Intersection) Katella Av & Wanda St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash D - Broadside
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 12 - Traffic Signals and Signs
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West B - Proceeding Straight 2 4 - Bicyclist L - Bicycle No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 16 6 - Suspected Minor Injury
Attachment 5
719
https://tims.berkeley.edu/
2023/07/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 82028363
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 08/06/2022 05:30
Location (Intersection) Santiago Canyon Rd & Cannon St
Dist. & Dir. from
Intersection
225.00 ft West
State Highway No
Geocoded Location 33.8111458, -117.7961502
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 21 - Unsafe Starting or Backing
Weather A - Clear
Alcohol Involved Yes
Pedestrian Accident Yes Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West G - Backing
2 2 - Pedestrian N - Pedestrian No East A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian M - Male 21 6 - Suspected Minor Injury Attachment 5
720
A7
Attachment G: Intersection
Improvements
Attachment 5
721
Intersection # 10: Hewes Street and Villa Park Road No Improvements Intersection # 10: Hewes Street and Villa Park Road with Improvements Attachment 5
722
Intersection #11: Linda Vista Street and Villa Park Road No Improvements Intersection #11: Linda Vista Street and Villa Park Road with Improvements Attachment 5
723
Intersection #12: Cannon Street and Santiago Canyon Road No Improvements Intersection #12: Cannon Street and Santiago Canyon Road with Improvements Attachment 5
724
Agenda Item
AGENDA STAFF REPORT
ASR Control 25-000190
MEETING DATE: 05/06/25
LEGAL ENTITY TAKING ACTION: Board of Supervisors
BOARD OF SUPERVISORS DISTRICT(S): All Districts
SUBMITTING AGENCY/DEPARTMENT: OC Public Works (Approved) DEPARTMENT CONTACT PERSON(S): Justin Kirk (714) 667-1627 Cindy Salazar (714) 667-8870
SUBJECT: Adopt General Plan Amendment TGPA 24-03 - Transportation Element CEO CONCUR County Counsel Review Clerk of the Board
Concur Approved Resolution to Form Public Hearing
3 Votes Board Majority
Budgeted: N/A Current Year Cost: N/A Annual Cost: N/A
Staffing Impact: No # of Positions: Sole Source: N/A
Current Fiscal Year Revenue: N/A
Funding Source: N/A County Audit in last 3 years: N/A
Levine Act Review Completed: N/A
Prior Board Action: 10/8/2024 #15, 1/12/2021 #44-45, 11/17/2020 #30, 2/25/2020 #17-18 RECOMMENDED ACTION(S):
1. Find that the proposed project is exempt from the provisions of the CEQA, Common Sense Exemption pursuant to CEQA Guidelines Section 15061 (b)(3).
2. Conduct public hearing.
3. Consider the matter and adopt Resolution which will adopt General Plan Amendment TGPA 24-03 - Transportation Element.
SUMMARY:
Adoption of General Plan Amendment TGPA 24-03 - Transportation Element will reclassify roadway designation for Villa Park Road/Santiago Canyon Road to accurately reflect changing development and traffic patterns.
BACKGROUND INFORMATION:
The County of Orange (County) Transportation Element identifies goals, objectives, policies and implementation programs that affect the transportation system. The Transportation Element contains policies on the development of the transportation facilities necessary to accommodate orderly growth within Attachment 6
725
the County, provides guidance for future planning efforts within the unincorporated area and ensures a balanced transportation system.
OC Public Works initiated a Master Plan of Arterial Highways (MPAH) amendment request with the Orange County Transportation Authority (OCTA) after evaluation of a Transportation Assessment (TA) (Fehr and Peers, March 2024, Attachment D). The MPAH depicts a Countywide roadway network intended to ensure coordinated transportation system development among local jurisdictions in the County. The TA compared the existing MPAH roadway designations for Villa Park Road/Santiago Canyon Road against proposed modifications to those roadway designations to conform the designations to reduced growth projections through the year 2045. Villa Park Road/Santiago Canyon Road between Hewes Street and Cannon Street is a four-lane Primary Arterial. The MPAH designates the roadway as a six-lane Major Arterial.
The proposed reclassification of the roadway segment is meant to support the County’s effort to improve traffic conditions and conform to changing traffic patterns and growth estimates. Over the last ten years, the population growth projections have indicated reduced future growth compared to previous years. As a result, some of the future planned roadway infrastructure to support the previously assumed higher population growth may no longer be necessary.
The TA analyzed future forecasts along Villa Park Road/Santiago Canyon Road and indicated that more capacity is needed between Hewes Street and Cannon Street to effectively serve future demand. However, the current Major Arterial designation does not fit within the existing right of way. The TA concluded that the roadway designation of a five lane Asymmetric Primary Arterial (three westbound lanes and two eastbound lanes) on Villa Park Road/Santiago Canyon Road between Hewes Street and Cannon Street will be sufficient to serve future traffic demand on the roadway, be the best use of the available right-of-way to increase capacity, meet operational goals of the County and limit impacts to adjacent properties. Further explanation of this review is detailed in Planning Commission Staff Report and Resolution No. 2025-03 (Attachment D). The five lane Asymmetric Primary Arterial roadway can fit within the existing 100-foot right-of-way.
Proposed Project:
The proposed General Plan Amendment TGPA 24-03 - Transportation Element (Amendment) includes the following revisions, including the Circulation Plan (Attachment C):
1. Reclassify the existing classification of Major Arterial (divided six-lane) to Asymmetric Primary Arterial (divided five-lane) for Villa Park Road/Santiago Canyon Road between Hewes Street and Cannon Street. The reclassification would provide three westbound lanes and two eastbound lanes and provide adequate right-of-way to accommodate a Class II bicycle lanes with three-foot painted buffers to improve traffic conditions on Villa Park Road/Santiago Canyon Road.
2. Include the definition of Asymmetric Lanes in the Transportation Element (Attachment B). a. Asymmetric Lanes: Capacity augmentation may be needed that creates more lanes in one direction than the other (asymmetric lanes) along some Smart Streets, Principal, Major and/or Primary arterials.
The MPAH amendment request was conditionally approved by OCTA’s Regional Transportation Planning Committee on August 29, 2024, and by OCTA’s Board on September 9, 2024. OCTA’s conditional approval action remains conditional until OCTA receives documentation that the County has amended their General Plan and complies with the requirements of CEQA. OC Public Works recommends the Board adopt the Resolution to adopt the Amendment.
Attachment 6
726
Planning Commission (Commission) Action:
OC Public Works received authorization from the Commission on December 11, 2024, to initiate the Amendment, including the Circulation Plan. On February 26, 2025, the Commission held a public hearing, considered the Amendment and voted to adopt Commission Resolution No. 2025-03, which recommends adoption by the Board of Supervisors (Board) to update the County’s Transportation Element (Attachment D).
Prior Board actions related to the County’s Transportation Element are summarized in the table below.
Board Date Action
10/8/2024 Adopted General Plan Amendment T24-01 - County of Orange Transportation Element 1/12/2021 Adopted General Plan Amendment T20-02 - County of Orange Transportation Element Adopted General Plan Amendment T20-03 - County of Orange Transportation Element 11/17/2020 Adopted General Plan Amendment 20-01 Land Use, Transportation, Growth Management
2/25/2020 Adopted General Plan Amendment T19-01 - County of Orange Transportation Element Adopted General Plan Amendment T19-02 - County of Orange Transportation Element Compliance with CEQA: The proposed Amendment is exempt (Common Sense Exemption) from the provisions of CEQA pursuant to CEQA Guidelines Sections 15061(b)(3) since there is no possibility that the revisions to the roadway designations may have a significant effect on the environment.
FINANCIAL IMPACT:
N/A
STAFFING IMPACT:
N/A
ATTACHMENT(S):
Attachment A - Resolution
Attachment B - Resolution Exhibit A (Transportation Element) Attachment C - Resolution Exhibit B (Circulation Plan Map) Attachment D - Planning Commission Staff Report and Resolution No. 2025-03 Attachment 6
727
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Attachment 7
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