Attachment 2 – SANTEC/ITE Roadway Capacity Table
Attachment 3 – Peak hour intersection analysis reports
– Existing Conditions (weekday & weekend day)
Existing AM (weekday)
1: Project Driveway & San Elijo Road 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1164 0 2 2111 0 1
Future Vol, veh/h 1164 0 2 2111 0 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 68 68 90 90 25 25
Heavy Vehicles, % 2 22222
Mvmt Flow 1712 0 2 2346 0 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 1712 0 2889 856
Stage 1 - - - - 1712 -
Stage 2 - - - - 1177 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 367 - 13 301
Stage 1 - 0 - - 131 -
Stage 2 - 0 - - 255 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 367 - 13 301
Mov Cap-2 Maneuver - - - - 13 -
Stage 1 - - - - 131 -
Stage 2 - - - - 254 -
Approach EB WB NB
HCM Control Delay, s 0 0 17.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) - 301 - 367 -
HCM Lane V/C Ratio - 0.013 - 0.006 -
HCM Control Delay (s) 0 17.1 - 14.9 -
HCM Lane LOS A C - B -
HCM 95th %tile Q(veh) - 0 - 0 -
Existing AM (weekday)
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 8 67 150 40000 2 3 1873 13
Future Volume (veh/h) 0 8 67 150 40000 2 3 1873 13
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 12 100 242 6 0 24 1951 14
Adj No. of Lanes 010010 020
Peak Hour Factor 0.67 0.67 0.67 0.62 0.62 0.62 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 46 385 346 7 0 25 2166 16
Arrive On Green 0.00 0.27 0.27 0.27 0.27 0.00 0.59 0.59 0.59 Sat Flow, veh/h 0 172 1437 998 25 0 43 3648 27
Grp Volume(v), veh/h 0 0 112 248 0 0 1041 0 948
Grp Sat Flow(s),veh/h/ln 0 0 1609 1023 0 0 1861 0 1858
Q Serve(g_s), s 0.0 0.0 4.9 16.9 0.0 0.0 46.5 0.0 38.1
Cycle Q Clear(g_c), s 0.0 0.0 4.9 21.9 0.0 0.0 46.5 0.0 38.1 Prop In Lane 0.00 0.89 0.98 0.00 0.02 0.01
Lane Grp Cap(c), veh/h 0 0 431 353 0 0 1105 0 1103
V/C Ratio(X) 0.00 0.00 0.26 0.70 0.00 0.00 0.94 0.00 0.86 Avail Cap(c_a), veh/h 0 0 447 366 0 0 1116 0 1115
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.66 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 25.9 34.5 0.0 0.0 16.9 0.0 15.2 Incr Delay (d2), s/veh 0.0 0.0 0.1 3.8 0.0 0.0 16.4 0.0 8.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 2.2 6.4 0.0 0.0 28.5 0.0 21.9 LnGrp Delay(d),s/veh 0.0 0.0 26.0 38.4 0.0 0.0 33.2 0.0 23.9 LnGrp LOS C D C C
Approach Vol, veh/h 112 248 1989
Approach Delay, s/veh 26.0 38.4 28.8
Approach LOS C D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 29.1 59.4 29.1
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 6.9 48.5 23.9
Green Ext Time (p_c), s 2.0 5.0 0.3
Intersection Summary
HCM 2010 Ctrl Delay 29.7
HCM 2010 LOS C
Existing AM (weekday)
3: Baker Street & San Elijo E 07/17/2018
Existing_AM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 24 0 0 143 25 10 1014 23 0 0 0 Future Volume (veh/h) 8 24 0 0 143 25 10 1014 23 0 0 0
Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 11 33 0 0 201 35 11 1152 26
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.73 0.73 0.73 0.71 0.71 0.71 0.88 0.88 0.88 Percent Heavy Veh, % 2 20022020
Cap, veh/h 65 155 0 0 252 44 24 2645 63
Arrive On Green 0.16 0.16 0.00 0.00 0.16 0.16 0.74 0.74 0.74 Sat Flow, veh/h 94 951 0 0 1546 269 33 3591 85
Grp Volume(v), veh/h 44 0000 2 3 6 6 2 50 5 6 4
Grp Sat Flow(s),veh/h/ln1045 0000 1815 1861 0 1848
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 11.3 12.0 0.0 10.4
Cycle Q Clear(g_c), s 11.4 0.0 0.0 0.0 0.0 11.3 12.0 0.0 10.4 Prop In Lane 0.25 0.00 0.00 0.15 0.02 0.05
Lane Grp Cap(c), veh/h 221 0000 2 9 6 1371 0 1361
V/C Ratio(X) 0.20 0.00 0.00 0.00 0.00 0.80 0.46 0.00 0.41 Avail Cap(c_a), veh/h 414 0000 5 1 4 1371 0 1361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 0.0 0.0 0.0 36.2 4.7 0.0 4.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 4.9 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.0 6.0 6.5 0.0 5.5 LnGrp Delay(d),s/veh 32.9 0.0 0.0 0.0 0.0 41.1 5.8 0.0 5.4 LnGrp LOS C D A A
Approach Vol, veh/h 44 236 1189
Approach Delay, s/veh 32.9 41.1 5.6
Approach LOS C D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 70.8 19.2 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 14.0 13.4 13.3
Green Ext Time (p_c), s 11.3 1.3 1.3
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Existing PM (weekday)
1: Project Driveway & San Elijo Road 01/18/2018
Existing PM (weekday) 01/18/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 2 0 1012 1 1
Future Vol, veh/h 1821 2 0 1012 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 2 0 1054 2 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 2550 1012
Stage 1 - - - - 2023 -
Stage 2 - - - - 527 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 277 - 22 237
Stage 1 - 0 - - 88 -
Stage 2 - 0 - - 557 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - 22 237
Mov Cap-2 Maneuver - - - - 22 -
Stage 1 - - - - 88 -
Stage 2 - - - - 557 -
Approach EB WB NB
HCM Control Delay, s 0 0 102.4
HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) 22 237 - 277 -
HCM Lane V/C Ratio 0.091 0.008 - - -
HCM Control Delay (s) 184.4 20.3 - 0 -
HCM Lane LOS F C - A -
HCM 95th %tile Q(veh) 0.3 0 - 0 -
Existing PM (weekday)
2: Cooke Street/Baker Street & San Elijo W 05/18/2018
Existing_PM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 35 31 0 0 0 0 81 987 20
Future Volume (veh/h) 0 9 16 35 31 0 0 0 0 81 987 20
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 40 36 0 84 1028 21
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0
Cap, veh/h 0 47 83 108 62 0 106 1365 29
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 608 800 0 262 3366 72
Grp Volume(v), veh/h 0 0 36 76 0 0 593 0 540
Grp Sat Flow(s),veh/h/ln 0 0 1674 1408 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.8 3.1 0.0 0.0 25.2 0.0 22.0
Cycle Q Clear(g_c), s 0.0 0.0 1.8 5.0 0.0 0.0 25.2 0.0 22.0 Prop In Lane 0.00 0.64 0.53 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 130 170 0 0 750 0 751
V/C Ratio(X) 0.00 0.00 0.28 0.45 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 483 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 39.1 40.7 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.4 1.3 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.9 1.9 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 39.6 42.0 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 76 1133
Approach Delay, s/veh 39.6 42.0 30.1
Approach LOS D D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 12.0 42.5 12.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.8 27.2 7.0
Green Ext Time (p_c), s 0.5 9.3 0.4
Intersection Summary
HCM 2010 Ctrl Delay 31.1
HCM 2010 LOS C
Notes
Existing PM (weekday)
3: Baker Street & San Elijo E 05/18/2018
Existing_PM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 30 1669 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 30 1669 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 32 1776 63
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0
Cap, veh/h 58 182 0 0 59 181 46 2646 98
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 61 3509 130
Grp Volume(v), veh/h 107 0 0 0 0 180 980 0 891
Grp Sat Flow(s),veh/h/ln 1325 0 0 0 0 1644 1860 0 1840
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 24.7 0.0 20.8
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 24.7 0.0 20.8 Prop In Lane 0.16 0.00 0.00 0.76 0.03 0.07
Lane Grp Cap(c), veh/h 240 0 0 0 0 240 1402 0 1387
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.70 0.00 0.64 Avail Cap(c_a), veh/h 475 0 0 0 0 466 1402 0 1387
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 5.8 0.0 5.3 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 2.9 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 13.4 0.0 11.3 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 8.7 0.0 7.6 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1871
Approach Delay, s/veh 36.2 41.5 8.2
Approach LOS D D A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 26.7 11.7 11.5
Green Ext Time (p_c), s 19.4 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.3
HCM 2010 LOS B
Existing PM (weekend)
1: Project Driveway & San Elijo Road 01/18/2018
Existing PM (weekend) 01/18/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 861 0 14 813 0 14
Future Vol, veh/h 861 0 14 813 0 14
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 957 0 15 847 0 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 957 0 1410 478
Stage 1 - - - - 957 -
Stage 2 - - - - 453 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - 0 714 - 129 534
Stage 1 - 0 - - 333 -
Stage 2 - 0 - - 607 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 714 - 126 534
Mov Cap-2 Maneuver - - - - 126 -
Stage 1 - - - - 333 -
Stage 2 - - - - 594 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 12.1
HCM LOS B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT
Capacity (veh/h) - 534 - 714 -
HCM Lane V/C Ratio - 0.052 - 0.02 -
HCM Control Delay (s) 0 12.1 - 10.1 -
HCM Lane LOS A B - B -
HCM 95th %tile Q(veh) - 0.2 - 0.1 -
Attachment 4 – Peak hour intersection analysis reports
– Existing + Project Conditions (weekday & weekend
day)
Existing + Project PM (weekday) - Scenario A
1: Project Driveway & San Elijo Road 01/18/2018
Existing + Project PM (weekday) 01/18/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 35 8 1012 0 60
Future Vol, veh/h 1821 35 8 1012 0 60
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 39 8 1054 0 120
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 - 1012
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 277 - 0 237
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - - 237
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 34.8
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 237 - 277 -
HCM Lane V/C Ratio 0.506 - 0.03 -
HCM Control Delay (s) 34.8 - 18.4 -
HCM Lane LOS D - C -
HCM 95th %tile Q(veh) 2.6 - 0.1 -
Existing + Project PM (weekday) - Scenario A
2: Cooke Street/Baker Street & San Elijo W 05/18/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 81 31 0 0 0 0 81 987 20
Future Volume (veh/h) 0 9 16 81 31 0 0 0 0 81 987 20
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 93 36 0 84 1028 21
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0
Cap, veh/h 0 75 132 180 55 0 106 1365 29
Arrive On Green 0.00 0.12 0.12 0.12 0.12 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 899 445 0 262 3366 72
Grp Volume(v), veh/h 0 0 36 129 0 0 593 0 540
Grp Sat Flow(s),veh/h/ln 0 0 1674 1344 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.7 6.9 0.0 0.0 25.2 0.0 22.0
Cycle Q Clear(g_c), s 0.0 0.0 1.7 8.6 0.0 0.0 25.2 0.0 22.0 Prop In Lane 0.00 0.64 0.72 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 207 235 0 0 750 0 751
V/C Ratio(X) 0.00 0.00 0.17 0.55 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 463 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 35.3 38.7 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.1 1.4 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 3.2 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 35.5 40.1 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 129 1133
Approach Delay, s/veh 35.5 40.1 30.1
Approach LOS D D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.1 42.5 16.1
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.7 27.2 10.6
Green Ext Time (p_c), s 0.8 9.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 31.2
HCM 2010 LOS C
Notes
Existing + Project PM (weekday) - Scenario A
3: Baker Street & San Elijo E 05/18/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 76 1681 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 76 1681 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 81 1788 63
Adj No. of Lanes 0 1 0 0 1 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0
Cap, veh/h 58 182 0 0 59 181 112 2580 95
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 149 3421 126
Grp Volume(v), veh/h 107 0 0 0 0 180 1012 0 920
Grp Sat Flow(s),veh/h/ln 1325 0 0 0 0 1644 1855 0 1841
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1 Prop In Lane 0.16 0.00 0.00 0.76 0.08 0.07
Lane Grp Cap(c), veh/h 240 0 0 0 0 240 1399 0 1388
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.72 0.00 0.66 Avail Cap(c_a), veh/h 475 0 0 0 0 466 1399 0 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 6.0 0.0 5.4 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 3.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 14.5 0.0 12.0 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 9.3 0.0 8.0 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1932
Approach Delay, s/veh 36.2 41.5 8.6
Approach LOS D D A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 28.5 11.7 11.5
Green Ext Time (p_c), s 19.3 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.6
HCM 2010 LOS B
Existing + Project PM (weekend) - Scenario A
1: Project Driveway & San Elijo Road 01/18/2018
Existing + Project PM (weekend) 01/18/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 861 32 22 813 0 72
Future Vol, veh/h 861 32 22 813 0 72
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 200 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 957 36 23 847 0 144
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 957 0 - 478
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 714 - 0 534
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 714 - - 534
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.3 14.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 534 - 714 -
HCM Lane V/C Ratio 0.27 - 0.032 -
HCM Control Delay (s) 14.2 - 10.2 -
HCM Lane LOS B - B -
HCM 95th %tile Q(veh) 1.1 - 0.1 -
Existing + Project AM - Scenario B
1: Project Driveway & San Elijo Road 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1164 46 13 2116 0 7
Future Vol, veh/h 1164 46 13 2116 0 7
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 68 68 90 90 25 25
Heavy Vehicles, % 2 22222
Mvmt Flow 1712 68 14 2351 0 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 1712 0 - 856
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 367 - 0 301
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 367 - - 301
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 18.2
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 301 - 367 -
HCM Lane V/C Ratio 0.093 - 0.039 -
HCM Control Delay (s) 18.2 - 15.2 -
HCM Lane LOS C - C -
HCM 95th %tile Q(veh) 0.3 - 0.1 -
Existing + Project AM - Scenario B
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 8 67 155 40000 2 3 1884 13
Future Volume (veh/h) 0 8 67 155 40000 2 3 1884 13
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 12 100 250 6 0 24 1962 14
Adj No. of Lanes 010010 020
Peak Hour Factor 0.67 0.67 0.67 0.62 0.62 0.62 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 48 399 360 7 0 25 2170 16
Arrive On Green 0.00 0.28 0.28 0.28 0.28 0.00 0.59 0.59 0.59 Sat Flow, veh/h 0 172 1437 1011 24 0 43 3649 27
Grp Volume(v), veh/h 0 0 112 256 0 0 1047 0 953
Grp Sat Flow(s),veh/h/ln 0 0 1609 1035 0 0 1861 0 1858
Q Serve(g_s), s 0.0 0.0 4.9 17.4 0.0 0.0 47.0 0.0 38.4
Cycle Q Clear(g_c), s 0.0 0.0 4.9 22.2 0.0 0.0 47.0 0.0 38.4 Prop In Lane 0.00 0.89 0.98 0.00 0.02 0.01
Lane Grp Cap(c), veh/h 0 0 447 367 0 0 1106 0 1105
V/C Ratio(X) 0.00 0.00 0.25 0.70 0.00 0.00 0.95 0.00 0.86 Avail Cap(c_a), veh/h 0 0 447 367 0 0 1116 0 1115
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.66 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 25.2 33.9 0.0 0.0 16.9 0.0 15.2 Incr Delay (d2), s/veh 0.0 0.0 1.3 3.8 0.0 0.0 16.9 0.0 8.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 2.3 6.6 0.0 0.0 29.0 0.0 22.1 LnGrp Delay(d),s/veh 0.0 0.0 26.6 37.7 0.0 0.0 33.8 0.0 24.1 LnGrp LOS C D C C
Approach Vol, veh/h 112 256 2000
Approach Delay, s/veh 26.6 37.7 29.2
Approach LOS C D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 30.0 59.5 30.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 6.9 49.0 24.2
Green Ext Time (p_c), s 2.1 4.6 0.2
Intersection Summary
HCM 2010 Ctrl Delay 30.0
HCM 2010 LOS C
Existing + Project AM - Scenario B
3: Baker Street & San Elijo E 07/17/2018
Existing_Plus_Project_AM 05/17/2018 Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 24 0 0 143 25 15 1015 23 0 0 0 Future Volume (veh/h) 8 24 0 0 143 25 15 1015 23 0 0 0
Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 11 33 0 0 201 35 17 1153 26
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.73 0.73 0.73 0.71 0.71 0.71 0.88 0.88 0.88 Percent Heavy Veh, % 2 20022020
Cap, veh/h 65 155 0 0 252 44 37 2632 62
Arrive On Green 0.16 0.16 0.00 0.00 0.16 0.16 0.74 0.74 0.74 Sat Flow, veh/h 94 951 0 0 1546 269 50 3573 85
Grp Volume(v), veh/h 44 0000 2 3 6 6 2 80 5 6 8
Grp Sat Flow(s),veh/h/ln1045 0000 1815 1860 0 1848
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 11.3 12.1 0.0 10.5
Cycle Q Clear(g_c), s 11.4 0.0 0.0 0.0 0.0 11.3 12.1 0.0 10.5 Prop In Lane 0.25 0.00 0.00 0.15 0.03 0.05
Lane Grp Cap(c), veh/h 221 0000 2 9 6 1370 0 1361
V/C Ratio(X) 0.20 0.00 0.00 0.00 0.00 0.80 0.46 0.00 0.42 Avail Cap(c_a), veh/h 414 0000 5 1 4 1370 0 1361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 0.0 0.0 0.0 36.2 4.7 0.0 4.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 4.9 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.0 6.0 6.5 0.0 5.6 LnGrp Delay(d),s/veh 32.9 0.0 0.0 0.0 0.0 41.1 5.8 0.0 5.4 LnGrp LOS C D A A
Approach Vol, veh/h 44 236 1196
Approach Delay, s/veh 32.9 41.1 5.6
Approach LOS C D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 70.8 19.2 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 14.1 13.4 13.3
Green Ext Time (p_c), s 11.4 1.3 1.3
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Existing + Project PM - Scenario B
1: Project Driveway & San Elijo Road 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1821 13 3 1056 0 56
Future Vol, veh/h 1821 13 3 1056 0 56
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - Free - None - None
Storage Length - 250 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 96 96 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 2023 14 3 1100 0 112
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - 2023 0 - 1012
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - 4.14 - - 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - 2.22 - - 3.32
Pot Cap-1 Maneuver - 0 277 - 0 237
Stage 1 - 0 - - 0 -
Stage 2 - 0 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - 277 - - 237
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0.1 33.1
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT WBL WBT
Capacity (veh/h) 237 - 277 -
HCM Lane V/C Ratio 0.473 - 0.011 -
HCM Control Delay (s) 33.1 - 18.1 -
HCM Lane LOS D - C -
HCM 95th %tile Q(veh) 2.3 - 0 -
Existing + Project PM - Scenario B
2: Cooke Street/Baker Street & San Elijo W 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 16 79 31 0000 8 1 9 9 0 2 0
Future Volume (veh/h) 0 9 16 79 31 0000 8 1 9 9 0 2 0
Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1900 1900 1863 0 1900 1863 1900 Adj Flow Rate, veh/h 0 13 23 91 36 0 84 1031 21
Adj No. of Lanes 010010 020
Peak Hour Factor 0.69 0.69 0.69 0.87 0.87 0.87 0.96 0.96 0.96 Percent Heavy Veh, % 022220 020
Cap, veh/h 0 74 131 178 55 0 106 1369 29
Arrive On Green 0.00 0.12 0.12 0.12 0.12 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 605 1070 892 454 0 261 3367 72
Grp Volume(v), veh/h 0 0 36 127 0 0 595 0 541
Grp Sat Flow(s),veh/h/ln 0 0 1674 1346 0 0 1850 0 1850
Q Serve(g_s), s 0.0 0.0 1.7 6.8 0.0 0.0 25.3 0.0 22.1
Cycle Q Clear(g_c), s 0.0 0.0 1.7 8.5 0.0 0.0 25.3 0.0 22.1 Prop In Lane 0.00 0.64 0.72 0.00 0.14 0.04
Lane Grp Cap(c), veh/h 0 0 204 233 0 0 752 0 752
V/C Ratio(X) 0.00 0.00 0.18 0.55 0.00 0.00 0.79 0.00 0.72 Avail Cap(c_a), veh/h 0 0 465 463 0 0 1110 0 1110
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.71 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 35.4 38.8 0.0 0.0 23.4 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.0 0.2 1.4 0.0 0.0 8.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.8 3.2 0.0 0.0 14.6 0.0 12.5 LnGrp Delay(d),s/veh 0.0 0.0 35.6 40.2 0.0 0.0 31.7 0.0 28.3 LnGrp LOS D D C C
Approach Vol, veh/h 36 127 1136
Approach Delay, s/veh 35.6 40.2 30.0
Approach LOS D D C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.0 42.6 16.0
Change Period (Y+Rc), s 5.0 6.0 5.0
Max Green Setting (Gmax), s 25.0 54.0 25.0
Max Q Clear Time (g_c+I1), s 3.7 27.3 10.5
Green Ext Time (p_c), s 0.8 9.3 0.7
Intersection Summary
HCM 2010 Ctrl Delay 31.2
HCM 2010 LOS C
Notes
Existing + Project PM - Scenario B
3: Baker Street & San Elijo E 07/17/2018
Existing_Plus_Project_PM 05/17/2018 Baseline Synchro 10 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 83 0 0 36 110 74 1680 59 0 0 0 Future Volume (veh/h) 16 83 0 0 36 110 74 1680 59 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 17 90 0 0 44 136 79 1787 63
Adj No. of Lanes 0 10010020
Peak Hour Factor 0.92 0.92 0.92 0.81 0.81 0.81 0.94 0.94 0.94 Percent Heavy Veh, % 2 20022020
Cap, veh/h 58 182 0 0 59 181 109 2582 95
Arrive On Green 0.15 0.15 0.00 0.00 0.15 0.15 0.75 0.75 0.75 Sat Flow, veh/h 76 1248 0 0 402 1242 145 3425 126
Grp Volume(v), veh/h 107 0000 1 8 0 1010 0 919
Grp Sat Flow(s),veh/h/ln1325 0000 1644 1855 0 1840
Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1
Cycle Q Clear(g_c), s 9.7 0.0 0.0 0.0 0.0 9.5 26.5 0.0 22.1 Prop In Lane 0.16 0.00 0.00 0.76 0.08 0.07
Lane Grp Cap(c), veh/h 240 0000 2 4 0 1399 0 1388
V/C Ratio(X) 0.45 0.00 0.00 0.00 0.00 0.75 0.72 0.00 0.66 Avail Cap(c_a), veh/h 475 0000 4 6 6 1399 0 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 0.0 0.0 36.9 6.0 0.0 5.4 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 4.7 3.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.0 0.0 4.6 14.5 0.0 11.9 LnGrp Delay(d),s/veh 36.2 0.0 0.0 0.0 0.0 41.5 9.2 0.0 7.9 LnGrp LOS D D A A
Approach Vol, veh/h 107 180 1929
Approach Delay, s/veh 36.2 41.5 8.6
Approach LOS D D A
Timer 1 2345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 72.4 17.6 17.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 28.5 11.7 11.5
Green Ext Time (p_c), s 19.3 1.5 1.5
Intersection Summary
HCM 2010 Ctrl Delay 12.6
HCM 2010 LOS B
Attachment 5 – Sight Distance Analysis