Cities Index.
Agenda packet, second session

1 - Town Council
February 25, 2026

Document
Agenda packet, second session
Meeting
February 25, 2026
Body
1 - Town Council
Pages
10
Original file
26.1 MB
Text extracted from the city's file for reading and search. Open the original on d3n9y02raazwpg.cloudfront.net. That file is the official record.

Lane Group Ø3
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Enter Blocked Intersection
Lane Alignment
Median Width(ft)
Link Offset(ft)
Crosswalk Width(ft)
Two way Left Turn Lane
Headway Factor
Turning Speed (mph)
Number of Detectors
Detector Template
Leading Detector (ft)
Trailing Detector (ft)
Detector 1 Position(ft)
Detector 1 Size(ft)
Detector 1 Type
Detector 1 Channel
Detector 1 Extend (s)
Detector 1 Queue (s)
Detector 1 Delay (s)
Detector 2 Position(ft)
Detector 2 Size(ft)
Detector 2 Type
Detector 2 Channel
Detector 2 Extend (s)
205
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

Page 5 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4
Detector Phase 4 4 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 5.0 20.0 5.0 20.0 Minimum Split (s) 15.0 15.0 15.0 15.0 15.0 11.0 26.0 9.0 26.0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 25.0 71.0 21.0 67.0 Total Split (%) 18.3% 18.3% 18.3% 18.3% 18.3% 20.8% 59.2% 17.5% 55.8% Maximum Green (s) 18.0 18.0 18.0 18.0 18.0 19.0 65.0 17.0 61.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 2.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 6.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lag Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 2.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 6.0 6.0 6.0 6.0 6.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 5.0 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 6 6 6 6 6 2 6
Act Effct Green (s) 13.0 13.0 13.0 8.4 93.7 5.6 83.6
Actuated g/C Ratio 0.11 0.11 0.11 0.07 0.78 0.05 0.70
v/c Ratio 0.60 0.19 0.07 0.47 0.39 0.13 0.46
Control Delay (s/veh) 67.9 2.9 28.1 65.3 5.8 60.2 21.1
Queue Delay 1.1 0.0 0.0 0.0 0.0 0.0 9.4
Total Delay (s/veh) 69.1 2.9 28.1 65.3 5.9 60.2 30.5

LOS E A C E A E C
Approach Delay (s/veh) 45.3 28.2 9.0 30.9
Approach LOS D C A C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40 (33%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay (s/veh): 21.3 Intersection LOS: C Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
206
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

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Lane Group Ø3
Turn Type
Protected Phases 3
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s) 3.0
Minimum Split (s) 6.0
Total Split (s) 6.0
Total Split (%) 5%
Maximum Green (s) 3.0
Yellow Time (s) 2.0
All-Red Time (s) 1.0
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag Lead
Lead-Lag Optimize? Yes
Vehicle Extension (s) 0.2
Recall Mode None
Walk Time (s) 2.8
Flash Dont Walk (s) 0.2
Pedestrian Calls (#/hr) 6
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
207
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

Page 7 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.99 0.99
Frt 0.850 0.915 0.997 0.985
Flt Protected 0.956 0.984 0.950 0.950
Satd. Flow (prot) 0 1781 1583 0 1663 0 1770 3527 0 1770 3463 0 Flt Permitted 0.956 0.984 0.950 0.950
Satd. Flow (perm) 0 1778 1583 0 1663 0 1755 3527 0 1768 3463 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 191 24 2 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 103 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 1 1 15 2 2 15
Confl. Bikes (#/hr) 3 4
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph) 92 7 45 12 2 24 71 949 17 23 1060 119
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 99 45 0 38 0 71 966 0 23 1179 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
208
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

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Lane Group Ø3 Ø8
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Enter Blocked Intersection
Lane Alignment
Median Width(ft)
Link Offset(ft)
Crosswalk Width(ft)
Two way Left Turn Lane
Headway Factor
Turning Speed (mph)
Number of Detectors
Detector Template
Leading Detector (ft)
Trailing Detector (ft)
Detector 1 Position(ft)
Detector 1 Size(ft)
Detector 1 Type
Detector 1 Channel
Detector 1 Extend (s)
Detector 1 Queue (s)
Detector 1 Delay (s)
Detector 2 Position(ft)
Detector 2 Size(ft)
Detector 2 Type
Detector 2 Channel
Detector 2 Extend (s)
209
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

Page 9 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 3 8 3 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 3 8 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 6.0 4.0 6.0 4.0
Minimum Split (s) 8.0 8.0 8.0 10.0 10.0 10.0 10.0
Total Split (s) 22.0 22.0 22.0 13.0 44.0 13.0 44.0
Total Split (%) 18.3% 18.3% 18.3% 10.8% 36.7% 10.8% 36.7% Maximum Green (s) 18.0 18.0 18.0 9.0 38.0 9.0 38.0
Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 1.0 4.0 2.0 4.0
Recall Mode None None None None C-Max None C-Max
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 25.0 14.0
Pedestrian Calls (#/hr) 2 15
Act Effct Green (s) 12.0 12.0 14.7 8.6 75.1 7.8 72.3
Actuated g/C Ratio 0.10 0.10 0.12 0.07 0.63 0.07 0.60
v/c Ratio 0.55 0.13 0.16 0.56 0.43 0.20 0.56
Control Delay (s/veh) 62.7 0.8 16.1 66.0 21.8 56.6 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.6
Total Delay (s/veh) 62.7 0.8 16.1 66.0 22.1 56.6 21.5

LOS E A B E C E C
Approach Delay (s/veh) 43.4 16.1 25.1 22.2
Approach LOS D B C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.56
Intersection Signal Delay (s/veh): 24.6 Intersection LOS: C Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 210
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/20/2024
2024 Base PM Peak 3:00 pm 05/22/2024 Baseline Synchro 12 Report

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Lane Group Ø3 Ø8
Turn Type
Protected Phases 3 8
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s) 4.0 4.0
Minimum Split (s) 8.0 8.0
Total Split (s) 10.0 31.0
Total Split (%) 8% 26%
Maximum Green (s) 6.0 27.0
Yellow Time (s) 3.0 3.0
All-Red Time (s) 1.0 1.0
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag Lead
Lead-Lag Optimize? Yes
Vehicle Extension (s) 3.0 3.0
Recall Mode None None
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 15.0 15.0
Pedestrian Calls (#/hr) 1 1
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
211
SimTraffic Simulation Summary
Baseline 06/20/2024
2024 Base PM Peak SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 2:50 2:50 2:50 2:50 2:50 2:50
End Time 4:00 4:00 4:00 4:00 4:00 4:00
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 2296 2248 2235 2271 2231 2253
Vehs Exited 2280 2261 2239 2278 2232 2258
Starting Vehs 56 56 58 56 45 51
Ending Vehs 72 43 54 49 44 48
Travel Distance (mi) 1171 1128 1136 1132 1138 1141
Travel Time (hr) 55.0 55.6 53.7 55.2 55.1 54.9
Total Delay (hr) 14.2 16.3 14.3 15.9 15.5 15.2
Total Stops 1461 1522 1473 1582 1517 1510
Fuel Used (gal) 42.5 41.6 41.1 41.6 41.4 41.6
Interval #0 Information Seeding
Start Time 2:50
End Time 3:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 3:00
End Time 4:00
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 2296 2248 2235 2271 2231 2253
Vehs Exited 2280 2261 2239 2278 2232 2258
Starting Vehs 56 56 58 56 45 51
Ending Vehs 72 43 54 49 44 48
Travel Distance (mi) 1171 1128 1136 1132 1138 1141
Travel Time (hr) 55.0 55.6 53.7 55.2 55.1 54.9
Total Delay (hr) 14.2 16.3 14.3 15.9 15.5 15.2
Total Stops 1461 1522 1473 1582 1517 1510
Fuel Used (gal) 42.5 41.6 41.1 41.6 41.4 41.6
212
SimTraffic Performance Report
Baseline 06/20/2024
2024 Base PM Peak SimTraffic Report

Page 2 ends

4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
213
Queuing and Blocking Report
Baseline 06/20/2024
2024 Base PM Peak SimTraffic Report

Page 3 ends

Intersection: 4: Moraga Rd & Corliss Dr
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 163 39 32 55 16
Average Queue (ft) 71 10 1 3 1
95th Queue (ft) 134 35 14 28 11
Link Distance (ft) 148 214 768 768
Upstream Blk Time (%) 3
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB SB SB
Directions Served LR LT T
Maximum Queue (ft) 77 197 140
Average Queue (ft) 29 29 7
95th Queue (ft) 58 109 54
Link Distance (ft) 115 1493 1493
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 125 68 44 95 142 149 78 267 252
Average Queue (ft) 57 24 8 46 52 60 12 137 114
95th Queue (ft) 107 55 32 87 111 118 46 230 211
Link Distance (ft) 196 196 146 1493 1493 390 390
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 125 100
Storage Blk Time (%) 0 0 11
Queuing Penalty (veh) 0 0 1
214
Queuing and Blocking Report
Baseline 06/20/2024
2024 Base PM Peak SimTraffic Report

Page 4 ends

Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 112 58 60 102 182 206 98 266 225
Average Queue (ft) 65 21 22 46 64 73 24 130 81
95th Queue (ft) 112 48 50 90 139 159 68 236 175
Link Distance (ft) 101 101 56 390 390 306 306
Upstream Blk Time (%) 4 2 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 1 11
Queuing Penalty (veh) 1 2
Network Summary
Network wide Queuing Penalty: 4
215
Actuated Signals, Observed Splits
Baseline 06/20/2024
2024 Base PM Peak SimTraffic Report

Page 5 ends

Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 3 4 5 6
Movement(s) Served SBL NBT Hold EBWB NBL SBT
Maximum Green (s) 17.0 65.0 3.0 18.0 19.0 61.0
Minimum Green (s) 5.0 20.0 3.0 4.0 5.0 20.0
Recall None C-Max None None None C-Max
Avg. Green (s) 6.0 9.4 0.0 11.1 7.2 1.9
g/C Ratio NA NA 0.00 NA NA NA
Cycles Skipped (%) 79 3 100 4 21 0
Cycles @ Minimum (%) 18 0 0 0 31 0
Cycles Maxed Out (%) 0 97 0 4 0 100
Cycles with Peds (%) 0 3 0 21 0 14
Controller Summary
Average Cycle Length (s): -15.6
Number of Complete Cycles : 29
Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 3 4 5 6 8
Movement(s) Served SBL NBT WBTL EBTL NBL SBT WBTL
Maximum Green (s) 9.0 38.0 6.0 18.0 9.0 38.0 27.0
Minimum Green (s) 6.0 4.0 4.0 4.0 6.0 4.0 4.0
Recall None C-Max None None None C-Max None
Avg. Green (s) 9.4 0.5 6.0 11.0 7.3 -3.6 9.2
g/C Ratio NA NA NA NA NA NA NA
Cycles Skipped (%) 54 4 72 10 10 0 90
Cycles @ Minimum (%) 0 0 0 0 45 0 3
Cycles Maxed Out (%) 46 96 10 0 0 100 0
Cycles with Peds (%) 0 7 0 0 0 36 0
Controller Summary
Average Cycle Length (s): -15.6
Number of Complete Cycles : 29
216

MEMORANDUM
Alta Planning + Design, Inc. Town of Moraga, CA
Appendix C
2044 No-Build Conditions (Existing Roadway Configuration) Synchro Outputs 217
HCM 7th Signalized Intersection Summary
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 244 6 149 22 2 44 81 1728 48 24 1375 131 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 277 7 246 35 3 70 291 1719 48 253 1523 144
Arrive On Green 0.16 0.16 0.16 0.07 0.07 0.07 0.33 0.97 0.97 0.14 0.47 0.47 Sat Flow, veh/h 1741 43 1549 515 47 1029 1781 3527 98 1781 3268 309 Grp Volume(v), veh/h 250 0 149 68 0 0 81 867 909 24 744 762 Grp Sat Flow(s),veh/h/ln 1783 0 1549 1591 0 0 1781 1777 1848 1781 1777 1801 Q Serve(g_s), s 17.1 0.0 11.2 5.2 0.0 0.0 4.2 60.9 60.9 1.5 48.0 49.0 Cycle Q Clear(g_c), s 17.1 0.0 11.2 5.2 0.0 0.0 4.2 60.9 60.9 1.5 48.0 49.0 Prop In Lane 0.98 1.00 0.32 0.65 1.00 0.05 1.00 0.17
Lane Grp Cap(c), veh/h 284 0 246 108 0 0 291 866 901 253 828 839 V/C Ratio(X) 0.88 0.00 0.60 0.63 0.00 0.00 0.28 1.00 1.01 0.09 0.90 0.91 Avail Cap(c_a), veh/h 328 0 285 204 0 0 291 881 917 253 853 864 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.49 0.49 0.49 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.4 0.0 48.9 56.8 0.0 0.0 36.7 1.6 1.6 46.6 30.6 30.9 Incr Delay (d2), s/veh 21.2 0.0 2.8 6.0 0.0 0.0 0.1 21.7 23.3 0.1 14.5 15.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 0.0 4.5 2.3 0.0 0.0 1.8 5.9 6.5 0.7 23.4 24.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.6 0.0 51.7 62.8 0.0 0.0 36.7 23.3 24.9 46.7 45.2 46.3 LnGrp LOS E D E D F F D D D
Approach Vol, veh/h 399 68 1857 1530
Approach Delay, s/veh 64.8 62.8 24.7 45.8
Approach LOS E E C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.2 67.5 23.9 24.4 64.3 12.5
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 6.0 62.0 23.0 8.0 60.0 16.0 Max Q Clear Time (g_c+I1), s 3.5 62.9 19.1 6.2 51.0 7.2 Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 7.3 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 37.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 218
HCM 7th TWSC
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 743.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 149 41 39 630 588 114
Future Vol, veh/h 149 41 39 630 588 114
Conflicting Peds, #/hr 0 6 6 0 0 6
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 300 83 79 1269 1184 230
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2616 1196 1419 0 - 0
Stage 1 1190 - - - - -
Stage 2 1426 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 27 227 480 - - -
Stage 1 ~ 289 - - - - -
Stage 2 ~ 222 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 22 224 477 - - -
Mov Cap-2 Maneuver ~ 22 - - - - -
Stage 1 ~ 240 - - - - -
Stage 2 ~ 220 - - - - -
Approach EB NB SB
HCM Control Delay, s/v $ 6106.81 0.82 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 477 - 27 - -
HCM Lane V/C Ratio 0.165 - 13.96 - -
HCM Control Delay (s/veh) 14 $ 6106.8 - - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.6 - 47.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 219
HCM 7th Edition TWSC-Pedestrians
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? Yes
RRFB? Yes
K-Factor 0.08
Approach Delay(s) 555.14
Level of Service F
Average Dissatisfaction Prob 0.203
Crossing Level of Service C
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.93
Prob of Delayed Crossing 0.99
Delay for adq Gap (s) 558.02
Avg Ped Delay (s) 555.14
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1808.02
Level of Service F
Average Dissatisfaction Prob 0.828
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1810.94
Avg Ped Delay (s) 1808.02
220
HCM 7th TWSC
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Intersection
Int Delay, s/veh 15.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 25 762 15 23 673
Future Vol, veh/h 18 25 762 15 23 673
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 73 73 73 73
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 51 1555 31 47 1374
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2354 796 0 0 1589 0
Stage 1 1574 - - - - -
Stage 2 781 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver ~ 30 330 - - 409 -
Stage 1 156 - - - - -
Stage 2 412 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 24 329 - - 408 -
Mov Cap-2 Maneuver ~ 24 - - - - -
Stage 1 156 - - - - -
Stage 2 335 - - - - -
Approach WB NB SB
HCM Control Delay, s/v $ 497.44 0 3.02

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 53 119 -
HCM Lane V/C Ratio - - 1.672 0.115 -
HCM Control Delay (s/veh) - -$ 497.4 15 2.6
HCM Lane LOS - - F B A
HCM 95th %tile Q(veh) - - 8.3 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 221
HCM 7th Edition TWSC-Pedestrians
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Approach
Approach Direction NB
Median Present? Yes
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 34.75
Level of Service E
Average Dissatisfaction Prob 0.461
Crossing Level of Service E
Crosswalk
Length (ft) 12 29
Lanes Crossed 2 1
Veh Vol Crossed (veh/h) 762 673
Yield Rate(%) 0 0
Ped Platooning No No
Critical Headway (s) 6.43 11.29
Prob of Blocked Lane 0.49 0.88
Prob of Delayed Crossing 0.74 0.88
Delay for adq Gap (s) 9.77 31.27
Avg Ped Delay (s) 7.27 27.48
Approach
Approach Direction SB
Median Present? Yes
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 41.50
Level of Service E
Average Dissatisfaction Prob 0.463
Crossing Level of Service E
Crosswalk
Length (ft) 12 29
Lanes Crossed 2 2
Veh Vol Crossed (veh/h) 673 762
Yield Rate(%) 0 0
Ped Platooning No No
Critical Headway (s) 6.43 11.29
Prob of Blocked Lane 0.45 0.70
Prob of Delayed Crossing 0.70 0.91
Delay for adq Gap (s) 8.60 39.07
Avg Ped Delay (s) 6.01 35.49
222
HCM Signalized Intersection Capacity Analysis
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 0.98
Flpb, ped/bikes 0.96 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 0.99 1.00 0.97
Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1729 1583 1744 1770 3534 1770 3407
Flt Permitted 0.66 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1200 1583 1671 1770 3534 1770 3407
Peak-hour factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Growth Factor (vph) 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 281 32 179 11 53 28 123 1641 11 15 1339 294 RTOR Reduction (vph) 0 0 127 0 12 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 313 52 0 80 0 123 1652 0 15 1618 0 Confl. Peds. (#/hr) 14 14 12 11 11 12
Confl. Bikes (#/hr) 2 2
Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Actuated Green, G (s) 36.3 36.3 36.3 15.1 68.5 2.0 54.4 Effective Green, g (s) 36.3 36.3 36.3 15.1 68.5 2.0 54.4 Actuated g/C Ratio 0.29 0.29 0.29 0.12 0.55 0.02 0.44
Clearance Time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 2.0 4.0 2.0 4.0
Lane Grp Cap (vph) 348 459 485 213 1936 28 1482
v/s Ratio Prot 0.07 c0.47 0.01 c0.47
v/s Ratio Perm c0.26 0.03 0.05
v/c Ratio 0.89 0.11 0.16 0.57 0.85 0.53 1.09
Uniform Delay, d1 42.5 32.5 33.0 51.9 23.9 61.0 35.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.45 0.50
Incremental Delay, d2 24.6 0.1 0.1 2.3 5.0 6.7 49.6
Delay (s) 67.2 32.6 33.2 54.2 28.9 95.4 67.6
Level of Service E C C D C F E
Approach Delay (s/veh) 54.6 33.2 30.7 67.8
Approach LOS D C C E
Intersection Summary
HCM 2000 Control Delay (s/veh) 49.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.99
Actuated Cycle Length (s) 125.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
223
Lanes, Volumes, Timings
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 149 41 39 630 588 114
Future Volume (vph) 149 41 39 630 588 114
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.971 0.850
Flt Protected 0.962 0.950
Satd. Flow (prot) 1740 0 1770 1863 1863 1583
Flt Permitted 0.962 0.950
Satd. Flow (perm) 1740 0 1770 1863 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 188 238 831
Travel Time (s) 4.3 5.4 9.1
Confl. Peds. (#/hr) 6 6 6
Confl. Bikes (#/hr) 9
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74
Growth Factor 149% 149% 149% 149% 149% 149%
Adj. Flow (vph) 300 83 79 1269 1184 230
Shared Lane Traffic (%)
Lane Group Flow (vph) 383 0 79 1269 1184 230
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15
224
Lanes, Volumes, Timings
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 18 25 762 15 23 673
Future Volume (vph) 18 25 762 15 23 673
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.922 0.997
Flt Protected 0.979 0.998
Satd. Flow (prot) 1681 0 3529 0 0 3356
Flt Permitted 0.979 0.998
Satd. Flow (perm) 1681 0 3529 0 0 3356
Link Speed (mph) 30 30 30
Link Distance (ft) 165 831 1562
Travel Time (s) 3.8 9.8 16.8
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 11
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Growth Factor 149% 149% 149% 149% 149% 149%
Parking (#/hr) 0
Adj. Flow (vph) 37 51 1555 31 47 1374
Shared Lane Traffic (%)
Lane Group Flow (vph) 88 0 1586 0 0 1421
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.07
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15
225
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.98 0.99 0.99 0.99 0.98
Frt 0.850 0.959 0.999 0.973
Flt Protected 0.957 0.994 0.950 0.950
Satd. Flow (prot) 0 1783 1583 0 1744 0 1770 3534 0 1770 3407 0 Flt Permitted 0.664 0.953 0.950 0.950
Satd. Flow (perm) 0 1200 1583 0 1672 0 1763 3534 0 1763 3407 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 179 17 1 27
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 1562 457
Travel Time (s) 5.5 4.4 35.5 10.4
Confl. Peds. (#/hr) 14 14 12 11 11 12
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 281 32 179 11 53 28 123 1641 11 15 1339 294 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 313 179 0 92 0 123 1652 0 15 1633 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
226
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group Ø3 Ø7
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Growth Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Enter Blocked Intersection
Lane Alignment
Median Width(ft)
Link Offset(ft)
Crosswalk Width(ft)
Two way Left Turn Lane
Headway Factor
Turning Speed (mph)
Number of Detectors
Detector Template
Leading Detector (ft)
Trailing Detector (ft)
Detector 1 Position(ft)
Detector 1 Size(ft)
Detector 1 Type
Detector 1 Channel
Detector 1 Extend (s)
Detector 1 Queue (s)
Detector 1 Delay (s)
Detector 2 Position(ft)
Detector 2 Size(ft)
Detector 2 Type
Detector 2 Channel
227
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 5.0 20.0 5.0 20.0 Minimum Split (s) 9.0 9.0 9.0 15.0 15.0 10.0 26.0 9.0 26.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 19.0 72.0 9.0 62.0 Total Split (%) 30.4% 30.4% 30.4% 30.4% 30.4% 15.2% 57.6% 7.2% 49.6% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 14.0 66.0 5.0 56.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lag Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 2.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 6.0 6.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 14 14 11 12
Act Effct Green (s) 36.3 36.3 36.3 12.7 72.7 5.0 58.6
Actuated g/C Ratio 0.29 0.29 0.29 0.10 0.58 0.04 0.47
v/c Ratio 0.89 0.30 0.18 0.68 0.80 0.21 1.01
Control Delay (s/veh) 71.8 6.4 28.4 73.0 25.6 90.0 41.5 Queue Delay 50.0 0.0 0.1 0.0 0.2 0.0 1.9
Total Delay (s/veh) 121.9 6.4 28.6 73.0 25.8 90.0 43.5

LOS F A C E C F D
Approach Delay (s/veh) 79.9 28.6 29.1 43.9
Approach LOS E C C D
Intersection Summary
Area Type: Other
Cycle Length: 125
Actuated Cycle Length: 125
Offset: 9 (7%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.01
Intersection Signal Delay (s/veh): 41.4 Intersection LOS: D Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
228
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
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Lane Group Ø3 Ø7
Detector 2 Extend (s)
Turn Type
Protected Phases 3 7
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s) 3.0 3.0
Minimum Split (s) 6.0 6.0
Total Split (s) 6.0 6.0
Total Split (%) 5% 5%
Maximum Green (s) 3.0 3.0
Yellow Time (s) 3.0 3.0
All-Red Time (s) 0.0 0.0
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s) 0.2 0.2
Recall Mode None None
Walk Time (s) 2.8 2.8
Flash Dont Walk (s) 0.2 0.2
Pedestrian Calls (#/hr) 14 14
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
229
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.97 0.99 0.99 0.99 0.99
Frt 0.850 0.913 0.996 0.987
Flt Protected 0.953 0.984 0.950 0.950
Satd. Flow (prot) 0 1775 1583 0 1639 0 1770 3521 0 1770 3474 0 Flt Permitted 0.953 0.984 0.950 0.950
Satd. Flow (perm) 0 1743 1583 0 1639 0 1761 3521 0 1767 3474 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 149 44 3 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 102 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 12 12 14 8 8 14
Confl. Bikes (#/hr) 8 3
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 244 6 149 22 2 44 81 1728 48 24 1375 131 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 250 149 0 68 0 81 1776 0 24 1506 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
230
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 0 - No Build AM Peak 7:50 am 06/01/2044 No Build Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 6.0 4.0 Minimum Split (s) 8.0 8.0 8.0 26.0 26.0 10.0 38.0 10.0 27.0 Total Split (s) 27.0 27.0 27.0 20.0 20.0 12.0 68.0 10.0 66.0 Total Split (%) 21.6% 21.6% 21.6% 16.0% 16.0% 9.6% 54.4% 8.0% 52.8% Maximum Green (s) 23.0 23.0 23.0 16.0 16.0 8.0 62.0 6.0 60.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 6.0 4.0 6.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 12 12 8 14
Act Effct Green (s) 21.0 21.0 10.1 9.9 75.8 6.0 68.0
Actuated g/C Ratio 0.17 0.17 0.08 0.08 0.61 0.05 0.54
v/c Ratio 0.83 0.38 0.39 0.58 0.83 0.28 0.79
Control Delay (s/veh) 74.1 9.7 29.4 57.1 20.5 66.3 28.1 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.0 5.6
Total Delay (s/veh) 74.1 9.8 29.5 57.1 21.0 66.3 33.8

LOS E A C E C E C
Approach Delay (s/veh) 50.2 29.5 22.6 34.3
Approach LOS D C C C
Intersection Summary
Area Type: Other
Cycle Length: 125
Actuated Cycle Length: 125
Offset: 120 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 125
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay (s/veh): 30.2 Intersection LOS: C Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 231
SimTraffic Simulation Summary
No Build 06/19/2024
2044 Alt 0 - No Build AM Peak SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 7:40 7:40 7:40 7:40 7:40 7:40
End Time 8:50 8:50 8:50 8:50 8:50 8:50
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 3192 3167 3150 3264 3219 3197
Vehs Exited 3203 3164 3133 3248 3216 3192
Starting Vehs 95 78 81 97 92 87
Ending Vehs 84 81 98 113 95 93
Travel Distance (mi) 1478 1467 1451 1523 1490 1482
Travel Time (hr) 154.9 140.6 119.3 156.0 123.2 138.8
Total Delay (hr) 102.9 88.9 68.2 102.4 70.7 86.6
Total Stops 2491 2576 2424 2678 2566 2545
Fuel Used (gal) 75.9 72.3 67.1 77.7 68.9 72.4
Interval #0 Information Seeding
Start Time 7:40
End Time 7:50
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:50
End Time 8:50
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3192 3167 3150 3264 3219 3197
Vehs Exited 3203 3164 3133 3248 3216 3192
Starting Vehs 95 78 81 97 92 87
Ending Vehs 84 81 98 113 95 93
Travel Distance (mi) 1478 1467 1451 1523 1490 1482
Travel Time (hr) 154.9 140.6 119.3 156.0 123.2 138.8
Total Delay (hr) 102.9 88.9 68.2 102.4 70.7 86.6
Total Stops 2491 2576 2424 2678 2566 2545
Fuel Used (gal) 75.9 72.3 67.1 77.7 68.9 72.4
232
SimTraffic Performance Report
No Build 06/19/2024
2044 Alt 0 - No Build AM Peak SimTraffic Report

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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
233
Queuing and Blocking Report
No Build 06/19/2024
2044 Alt 0 - No Build AM Peak SimTraffic Report

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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 198 71 111 203 70
Average Queue (ft) 167 29 10 13 5
95th Queue (ft) 183 62 63 93 31
Link Distance (ft) 148 214 768 768
Upstream Blk Time (%) 99 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB SB SB
Directions Served LR LT T
Maximum Queue (ft) 112 329 291
Average Queue (ft) 47 71 31
95th Queue (ft) 101 222 157
Link Distance (ft) 115 1493 1493
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 212 107 108 170 254 253 69 390 390
Average Queue (ft) 158 42 44 66 141 153 13 128 136
95th Queue (ft) 230 79 94 131 234 244 47 323 325
Link Distance (ft) 196 196 146 1493 1493 390 390
Upstream Blk Time (%) 8 0 0
Queuing Penalty (veh) 0 2 2
Storage Bay Dist (ft) 125 100
Storage Blk Time (%) 1 9 9
Queuing Penalty (veh) 7 7 1
234
Queuing and Blocking Report
No Build 06/19/2024
2044 Alt 0 - No Build AM Peak SimTraffic Report

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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 124 109 76 177 385 384 159 326 333
Average Queue (ft) 105 41 38 56 169 183 28 228 201
95th Queue (ft) 138 89 73 132 329 340 98 371 349
Link Distance (ft) 101 101 55 390 390 307 307
Upstream Blk Time (%) 31 1 14 0 0 6 4
Queuing Penalty (veh) 0 0 0 2 2 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 1 11 0 27
Queuing Penalty (veh) 5 6 0 5
Network Summary
Network wide Queuing Penalty: 39
235
Actuated Signals, Observed Splits
No Build 06/19/2024
2044 Alt 0 - No Build AM Peak SimTraffic Report

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Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 3 4 5 6 7 8
Movement(s) Served SBL NBT Hold EBTL NBL SBT Hold WBTL
Maximum Green (s) 5.0 66.0 3.0 34.0 14.0 56.0 3.0 34.0
Minimum Green (s) 5.0 20.0 3.0 4.0 5.0 20.0 3.0 4.0
Recall None C-Min None None None C-Min None None
Avg. Green (s) 6.0 -9.7 3.0 -19.6 13.6 -21.6 0.0 -17.7
g/C Ratio NA NA NA NA NA NA 0.00 NA
Cycles Skipped (%) 74 0 64 0 11 0 100 0
Cycles @ Minimum (%) 19 0 36 0 0 0 0 0
Cycles Maxed Out (%) 0 100 4 7 11 100 0 7
Cycles with Peds (%) 0 25 36 0 0 32 0 39
Controller Summary
Average Cycle Length (s): -15.4
Number of Complete Cycles : 28
Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 6.0 62.0 23.0 8.0 60.0 16.0
Minimum Green (s) 6.0 4.0 4.0 6.0 4.0 4.0
Recall None C-Min None None C-Min None
Avg. Green (s) 16.9 -17.0 19.2 14.2 -22.5 16.8
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 59 0 4 25 4 36
Cycles @ Minimum (%) 11 0 0 4 0 0
Cycles Maxed Out (%) 11 100 11 18 96 7
Cycles with Peds (%) 0 22 0 0 39 36
Controller Summary
Average Cycle Length (s): -15.4
Number of Complete Cycles : 28
236
HCM 7th Signalized Intersection Summary
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 11 66 18 4 36 106 1415 25 34 1580 178 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 166 13 158 25 5 49 285 2383 42 60 1684 187
Arrive On Green 0.10 0.10 0.10 0.05 0.05 0.05 0.21 0.89 0.89 0.03 0.52 0.52 Sat Flow, veh/h 1654 134 1576 511 114 1022 1781 3570 63 1781 3208 356 Grp Volume(v), veh/h 147 0 66 58 0 0 106 704 736 34 864 894 Grp Sat Flow(s),veh/h/ln 1788 0 1576 1646 0 0 1781 1777 1856 1781 1777 1786 Q Serve(g_s), s 9.7 0.0 4.7 4.2 0.0 0.0 6.1 11.3 11.3 2.3 53.9 57.2 Cycle Q Clear(g_c), s 9.7 0.0 4.7 4.2 0.0 0.0 6.1 11.3 11.3 2.3 53.9 57.2 Prop In Lane 0.93 1.00 0.31 0.62 1.00 0.03 1.00 0.20
Lane Grp Cap(c), veh/h 179 0 158 79 0 0 285 1186 1239 60 933 938 V/C Ratio(X) 0.82 0.00 0.42 0.73 0.00 0.00 0.37 0.59 0.59 0.56 0.93 0.95 Avail Cap(c_a), veh/h 238 0 210 233 0 0 285 1186 1239 104 933 938 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 0.0 50.7 56.3 0.0 0.0 42.1 2.9 2.9 57.1 26.3 27.1 Incr Delay (d2), s/veh 15.4 0.0 1.8 12.1 0.0 0.0 0.2 1.6 1.6 3.0 16.2 20.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 1.9 2.0 0.0 0.0 2.7 2.8 2.9 1.1 25.9 28.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.3 0.0 52.5 68.4 0.0 0.0 42.3 4.5 4.4 60.1 42.5 47.2 LnGrp LOS E D E D A A E D D
Approach Vol, veh/h 213 58 1546 1792
Approach Delay, s/veh 63.4 68.4 7.1 45.2
Approach LOS E E A D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 86.1 16.0 25.2 69.0 9.8
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 * 6 4.0
Max Green Setting (Gmax), s 7.0 62.0 16.0 6.0 * 63 17.0 Max Q Clear Time (g_c+I1), s 4.3 13.3 11.7 8.1 59.2 6.2 Green Ext Time (p_c), s 0.0 22.9 0.4 0.0 3.5 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 30.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 237
HCM 7th TWSC
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Intersection
Int Delay, s/veh 395.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 131 23 22 686 711 144
Future Vol, veh/h 131 23 22 686 711 144
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 238 42 40 1247 1292 262
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2621 1298 1557 0 - 0
Stage 1 1295 - - - - -
Stage 2 1326 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 26 198 425 - - -
Stage 1 257 - - - - -
Stage 2 248 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 24 196 424 - - -
Mov Cap-2 Maneuver ~ 24 - - - - -
Stage 1 ~ 232 - - - - -
Stage 2 247 - - - - -
Approach EB NB SB
HCM Control Delay, s/v $ 4412.04 0.45 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 424 - 27 - -
HCM Lane V/C Ratio 0.094 - 10.19 - -
HCM Control Delay (s/veh) 14.4 - $ 4412 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.3 - 34.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 238
HCM 7th Edition TWSC-Pedestrians
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? Yes
RRFB? Yes
K-Factor 0.08
Approach Delay(s) 1066.69
Level of Service F
Average Dissatisfaction Prob 0.220
Crossing Level of Service C
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.95
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1069.23
Avg Ped Delay (s) 1066.69
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 4082.20
Level of Service F
Average Dissatisfaction Prob 0.842
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 4084.76
Avg Ped Delay (s) 4082.20
239
HCM 7th TWSC
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Intersection
Int Delay, s/veh 12.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 31 794 17 27 842
Future Vol, veh/h 17 31 794 17 27 842
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 31 57 1461 31 50 1549
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2353 749 0 0 1495 0
Stage 1 1479 - - - - -
Stage 2 874 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver ~ 30 354 - - 445 -
Stage 1 176 - - - - -
Stage 2 369 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 24 353 - - 444 -
Mov Cap-2 Maneuver ~ 24 - - - - -
Stage 1 175 - - - - -
Stage 2 296 - - - - -
Approach WB NB SB
HCM Control Delay, s/v$ 394.2 0 2.97

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 60 112 -
HCM Lane V/C Ratio - - 1.466 0.112 -
HCM Control Delay (s/veh) - -$ 394.2 14.1 2.6
HCM Lane LOS - - F B A
HCM 95th %tile Q(veh) - - 7.8 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 240
HCM 7th Edition TWSC-Pedestrians
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Approach
Approach Direction NB
Median Present? Yes
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 52.08
Level of Service F
Average Dissatisfaction Prob 0.502
Crossing Level of Service F
Crosswalk
Length (ft) 12 29
Lanes Crossed 2 1
Veh Vol Crossed (veh/h) 794 842
Yield Rate(%) 0 0
Ped Platooning No No
Critical Headway (s) 6.43 11.29
Prob of Blocked Lane 0.51 0.93
Prob of Delayed Crossing 0.76 0.93
Delay for adq Gap (s) 10.23 47.74
Avg Ped Delay (s) 7.75 44.33
Approach
Approach Direction SB
Median Present? Yes
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 47.34
Level of Service F
Average Dissatisfaction Prob 0.502
Crossing Level of Service F
Crosswalk
Length (ft) 12 29
Lanes Crossed 2 2
Veh Vol Crossed (veh/h) 842 794
Yield Rate(%) 0 0
Ped Platooning No No
Critical Headway (s) 6.43 11.29
Prob of Blocked Lane 0.53 0.71
Prob of Delayed Crossing 0.78 0.92
Delay for adq Gap (s) 10.96 42.33
Avg Ped Delay (s) 8.53 38.82
241
HCM Signalized Intersection Capacity Analysis
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 0 - No Build PM Peak 3:00 pm 06/01/2044 Baseline Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 0.99
Flpb, ped/bikes 0.97 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.91 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1729 1583 1648 1770 3537 1770 3501
Flt Permitted 0.72 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1306 1583 1587 1770 3537 1770 3501
Peak-hour factor, PHF 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor (vph) 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 123 6 74 4 4 13 88 1617 6 17 1584 92
RTOR Reduction (vph) 0 0 64 0 11 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 129 10 0 10 0 88 1623 0 17 1673 0 Confl. Peds. (#/hr) 9 9 9 3 3 9
Confl. Bikes (#/hr) 3
Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Actuated Green, G (s) 16.0 16.0 16.0 11.4 84.4 2.0 74.0 Effective Green, g (s) 16.0 16.0 16.0 11.4 84.4 2.0 74.0 Actuated g/C Ratio 0.13 0.13 0.13 0.10 0.70 0.02 0.62
Clearance Time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 2.0 4.0 2.0 4.0
Lane Grp Cap (vph) 174 211 211 168 2487 29 2158
v/s Ratio Prot c0.05 c0.46 0.01 c0.48
v/s Ratio Perm c0.10 0.01 0.01
v/c Ratio 0.74 0.04 0.04 0.52 0.65 0.58 0.77
Uniform Delay, d1 50.0 45.3 45.3 51.7 9.7 58.5 16.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 0.94 0.06
Incremental Delay, d2 15.5 0.0 0.0 1.3 1.3 11.5 1.7
Delay (s) 65.5 45.4 45.4 53.0 11.1 66.7 2.8
Level of Service E D D D B E A
Approach Delay (s/veh) 58.2 45.4 13.2 3.4
Approach LOS E D B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
242
Lanes, Volumes, Timings
4: Moraga Rd & Corliss Dr 06/19/2024
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 131 23 22 686 711 144
Future Volume (vph) 131 23 22 686 711 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.980 0.850
Flt Protected 0.959 0.950
Satd. Flow (prot) 1751 0 1770 1863 1863 1583
Flt Permitted 0.959 0.950
Satd. Flow (perm) 1751 0 1770 1863 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 188 238 831
Travel Time (s) 4.3 5.4 9.1
Confl. Peds. (#/hr) 3 3 3
Confl. Bikes (#/hr) 6
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Growth Factor 149% 149% 149% 149% 149% 149%
Adj. Flow (vph) 238 42 40 1247 1292 262
Shared Lane Traffic (%)
Lane Group Flow (vph) 280 0 40 1247 1292 262
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15
243
Lanes, Volumes, Timings
7: Moraga Rd & Draeger Dr 06/19/2024
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 31 794 17 27 842
Future Volume (vph) 17 31 794 17 27 842
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Ped Bike Factor
Frt 0.913 0.997
Flt Protected 0.983 0.998
Satd. Flow (prot) 1672 0 3529 0 0 3356
Flt Permitted 0.983 0.998
Satd. Flow (perm) 1672 0 3529 0 0 3356
Link Speed (mph) 30 30 30
Link Distance (ft) 165 831 1562
Travel Time (s) 3.8 9.8 16.8
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 11
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Growth Factor 149% 149% 149% 149% 149% 149%
Parking (#/hr) 0
Adj. Flow (vph) 31 57 1461 31 50 1549
Shared Lane Traffic (%)
Lane Group Flow (vph) 88 0 1492 0 0 1599
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.07
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
244
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.97 0.99 0.99 0.99 0.99
Frt 0.850 0.916 0.999 0.992
Flt Protected 0.954 0.991 0.950 0.950
Satd. Flow (prot) 0 1777 1583 0 1648 0 1770 3535 0 1770 3502 0 Flt Permitted 0.721 0.954 0.950 0.950
Satd. Flow (perm) 0 1306 1583 0 1587 0 1765 3535 0 1768 3502 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 100 13 1 8
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 1562 457
Travel Time (s) 5.5 4.4 35.5 10.4
Confl. Peds. (#/hr) 9 9 9 3 3 9
Confl. Bikes (#/hr) 3
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 123 6 74 4 4 13 88 1617 6 17 1584 92
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 129 74 0 21 0 88 1623 0 17 1676 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
245
Lanes, Volumes, Timings
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Lane Group Ø3 Ø7
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Growth Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Enter Blocked Intersection
Lane Alignment
Median Width(ft)
Link Offset(ft)
Crosswalk Width(ft)
Two way Left Turn Lane
Headway Factor
Turning Speed (mph)
Number of Detectors
Detector Template
Leading Detector (ft)
Trailing Detector (ft)
Detector 1 Position(ft)
Detector 1 Size(ft)
Detector 1 Type
Detector 1 Channel
Detector 1 Extend (s)
Detector 1 Queue (s)
Detector 1 Delay (s)
Detector 2 Position(ft)
Detector 2 Size(ft)
Detector 2 Type
Detector 2 Channel
246
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 5.0 20.0 5.0 20.0 Minimum Split (s) 9.0 9.0 9.0 15.0 15.0 10.0 26.0 9.0 26.0 Total Split (s) 23.0 23.0 23.0 23.0 23.0 15.0 82.0 9.0 76.0 Total Split (%) 19.2% 19.2% 19.2% 19.2% 19.2% 12.5% 68.3% 7.5% 63.3% Maximum Green (s) 19.0 19.0 19.0 19.0 19.0 10.0 76.0 5.0 70.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 5.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lag Lag Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 2.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 6.0 6.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 9 9 3 9
Act Effct Green (s) 16.0 16.0 16.0 8.9 89.2 5.0 78.8
Actuated g/C Ratio 0.13 0.13 0.13 0.07 0.74 0.04 0.66
v/c Ratio 0.74 0.24 0.09 0.67 0.61 0.23 0.72
Control Delay (s/veh) 74.0 5.9 26.5 78.3 10.2 57.5 2.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay (s/veh) 74.0 5.9 26.5 78.3 10.2 57.5 2.5

LOS E A C E B E A
Approach Delay (s/veh) 49.3 26.6 13.8 3.1
Approach LOS D C B A
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 114 (95%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay (s/veh): 10.8 Intersection LOS: B Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
247
Lanes, Volumes, Timings
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Lane Group Ø3 Ø7
Detector 2 Extend (s)
Turn Type
Protected Phases 3 7
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s) 3.0 3.0
Minimum Split (s) 6.0 6.0
Total Split (s) 6.0 6.0
Total Split (%) 5% 5%
Maximum Green (s) 3.0 3.0
Yellow Time (s) 3.0 3.0
All-Red Time (s) 0.0 0.0
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag Lead Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 0.2 0.2
Recall Mode None None
Walk Time (s) 2.8 2.8
Flash Dont Walk (s) 0.2 0.2
Pedestrian Calls (#/hr) 9 9
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
248
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.99 0.99
Frt 0.850 0.916 0.997 0.985
Flt Protected 0.956 0.985 0.950 0.950
Satd. Flow (prot) 0 1781 1583 0 1665 0 1770 3527 0 1770 3455 0 Flt Permitted 0.956 0.985 0.950 0.950
Satd. Flow (perm) 0 1776 1583 0 1665 0 1759 3527 0 1768 3455 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 155 36 2 15
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 103 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 2 2 23 3 3 23
Confl. Bikes (#/hr) 5 6
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 136 11 66 18 4 36 106 1415 25 34 1580 178 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 147 66 0 58 0 106 1440 0 34 1758 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
249
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 6.0 4.0 Minimum Split (s) 8.0 8.0 8.0 26.0 26.0 10.0 38.0 10.0 27.0 Total Split (s) 20.0 20.0 20.0 21.0 21.0 10.0 68.0 11.0 69.0 Total Split (%) 16.7% 16.7% 16.7% 17.5% 17.5% 8.3% 56.7% 9.2% 57.5% Maximum Green (s) 16.0 16.0 16.0 17.0 17.0 6.0 62.0 7.0 63.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 2 2 3 23
Act Effct Green (s) 13.9 13.9 8.7 6.0 78.6 6.7 75.3
Actuated g/C Ratio 0.12 0.12 0.07 0.05 0.66 0.06 0.63
v/c Ratio 0.71 0.20 0.37 1.20 0.62 0.34 0.80
Control Delay (s/veh) 70.1 1.4 31.0 194.0 9.2 64.1 22.5 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0
Total Delay (s/veh) 70.1 1.4 31.0 194.0 9.3 64.1 22.5

LOS E A C F A E C
Approach Delay (s/veh) 48.9 31.0 22.0 23.3
Approach LOS D C C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay (s/veh): 24.4 Intersection LOS: C Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 250
SimTraffic Simulation Summary
Baseline 06/19/2024
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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 2:50 2:50 2:50 2:50 2:50 2:50
End Time 4:00 4:00 4:00 4:00 4:00 4:00
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 3317 3322 3330 3255 3307 3305
Vehs Exited 3335 3305 3344 3253 3324 3314
Starting Vehs 85 87 97 88 103 89
Ending Vehs 67 104 83 90 86 84
Travel Distance (mi) 1688 1668 1685 1652 1686 1676
Travel Time (hr) 121.5 123.5 128.6 150.4 151.4 135.1
Total Delay (hr) 62.9 65.5 70.1 93.0 92.8 76.9
Total Stops 2371 1886 2033 2023 2110 2085
Fuel Used (gal) 73.3 71.6 73.9 78.1 79.4 75.3
Interval #0 Information Seeding
Start Time 2:50
End Time 3:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 3:00
End Time 4:00
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3317 3322 3330 3255 3307 3305
Vehs Exited 3335 3305 3344 3253 3324 3314
Starting Vehs 85 87 97 88 103 89
Ending Vehs 67 104 83 90 86 84
Travel Distance (mi) 1688 1668 1685 1652 1686 1676
Travel Time (hr) 121.5 123.5 128.6 150.4 151.4 135.1
Total Delay (hr) 62.9 65.5 70.1 93.0 92.8 76.9
Total Stops 2371 1886 2033 2023 2110 2085
Fuel Used (gal) 73.3 71.6 73.9 78.1 79.4 75.3
251
SimTraffic Performance Report
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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
252
Queuing and Blocking Report
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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 203 66 108 248 148
Average Queue (ft) 167 23 11 20 14
95th Queue (ft) 186 57 74 120 99
Link Distance (ft) 148 214 768 768
Upstream Blk Time (%) 98 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 100
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 5 0
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB NB NB SB SB
Directions Served LR T TR LT T
Maximum Queue (ft) 120 4 4 351 284
Average Queue (ft) 60 0 0 98 44
95th Queue (ft) 123 3 4 264 177
Link Distance (ft) 115 768 768 1493 1493
Upstream Blk Time (%) 9
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 194 71 48 136 266 254 43 314 303
Average Queue (ft) 78 31 11 49 120 132 12 77 81
95th Queue (ft) 146 57 37 105 223 230 38 234 222
Link Distance (ft) 196 196 146 1493 1493 390 390
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 125 100
Storage Blk Time (%) 1 6 3
Queuing Penalty (veh) 3 4 0
253
Queuing and Blocking Report
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 134 78 72 156 237 260 159 333 335
Average Queue (ft) 87 29 33 83 104 116 37 228 195
95th Queue (ft) 136 62 69 161 252 269 102 368 346
Link Distance (ft) 101 101 56 390 390 306 306
Upstream Blk Time (%) 15 0 9 2 1 4 3
Queuing Penalty (veh) 0 0 0 13 6 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 10 1 0 19
Queuing Penalty (veh) 56 1 2 5
Network Summary
Network wide Queuing Penalty: 96
254
Actuated Signals, Observed Splits
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Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 3 4 5 6 7 8
Movement(s) Served SBL NBT Hold EBTL NBL SBT Hold WBTL
Maximum Green (s) 5.0 76.0 3.0 19.0 10.0 70.0 3.0 19.0
Minimum Green (s) 5.0 20.0 3.0 4.0 5.0 20.0 3.0 4.0
Recall None C-Max None None None C-Max None None
Avg. Green (s) 5.4 2.1 3.8 14.0 8.9 -6.3 0.0 15.4
g/C Ratio NA NA NA NA NA NA 0.00 NA
Cycles Skipped (%) 68 0 71 3 17 0 100 0
Cycles @ Minimum (%) 32 0 29 0 0 0 0 0
Cycles Maxed Out (%) 32 100 14 3 41 100 0 3
Cycles with Peds (%) 0 11 29 0 0 24 0 24
Controller Summary
Average Cycle Length (s): -15.6
Number of Complete Cycles : 29
Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 7.0 62.0 16.0 6.0 63.0 17.0
Minimum Green (s) 6.0 4.0 4.0 6.0 4.0 4.0
Recall None C-Max None None C-Max None
Avg. Green (s) 6.8 -4.7 12.9 6.1 -7.1 11.6
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 37 7 7 10 4 57
Cycles @ Minimum (%) 37 0 0 90 0 4
Cycles Maxed Out (%) 0 93 31 90 96 4
Cycles with Peds (%) 0 3 0 0 50 7
Controller Summary
Average Cycle Length (s): -15.6
Number of Complete Cycles : 29
255

MEMORANDUM
Alta Planning + Design, Inc. Town of Moraga, CA
Appendix D
Road Diet with Current Year (2024) Volumes Synchro Outputs 256
HCM 7th Signalized Intersection Summary
12: Moraga Rd & Donald Dr 06/19/2024
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (veh/h) 132 15 84 5 25 13 58 771 5 7 629 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.94 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 21 120 7 36 19 83 1101 7 10 899 197 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 223 25 213 13 66 35 413 1592 10 370 1197 262 Arrive On Green 0.14 0.14 0.14 0.07 0.07 0.07 0.23 0.44 0.44 0.42 0.83 0.83 Sat Flow, veh/h 1611 179 1537 195 1001 528 1781 3619 23 1781 2876 630 Grp Volume(v), veh/h 210 0 120 62 0 0 83 541 567 10 555 541 Grp Sat Flow(s),veh/h/ln 1790 0 1537 1723 0 0 1781 1777 1865 1781 1777 1729 Q Serve(g_s), s 14.3 0.0 9.1 4.4 0.0 0.0 4.7 30.6 30.6 0.4 17.5 17.5 Cycle Q Clear(g_c), s 14.3 0.0 9.1 4.4 0.0 0.0 4.7 30.6 30.6 0.4 17.5 17.5 Prop In Lane 0.90 1.00 0.11 0.31 1.00 0.01 1.00 0.36
Lane Grp Cap(c), veh/h 248 0 213 113 0 0 413 782 821 370 739 719 V/C Ratio(X) 0.85 0.00 0.56 0.55 0.00 0.00 0.20 0.69 0.69 0.03 0.75 0.75 Avail Cap(c_a), veh/h 344 0 295 234 0 0 413 782 821 370 739 719 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 0.88 0.88 0.88 Uniform Delay (d), s/veh 52.6 0.0 50.3 56.6 0.0 0.0 38.7 28.2 28.2 29.0 7.6 7.6 Incr Delay (d2), s/veh 13.3 0.0 2.3 4.1 0.0 0.0 0.2 5.0 4.8 0.0 6.1 6.3 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 7.3 0.0 3.7 2.0 0.0 0.0 2.1 13.9 14.6 0.2 4.3 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.8 0.0 52.7 60.6 0.0 0.0 38.9 33.1 32.9 29.1 13.7 13.9 LnGrp LOS E D E D C C C B B
Approach Vol, veh/h 330 62 1191 1106
Approach Delay, s/veh 61.1 60.6 33.4 14.0
Approach LOS E E C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.5 61.0 21.3 33.5 58.0 12.2
Change Period (Y+Rc), s 4.5 6.0 4.0 4.5 6.0 4.0
Max Green Setting (Gmax), s 10.5 55.0 24.0 13.5 52.0 17.0 Max Q Clear Time (g_c+I1), s 2.4 32.6 16.3 6.7 19.5 6.4 Green Ext Time (p_c), s 0.0 10.8 1.0 0.1 13.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 29.4
HCM 7th LOS C
257
HCM 7th Signalized Intersection Summary
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.93 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 164 4 100 15 1 30 54 1159 32 16 923 88 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 202 5 178 28 2 55 425 2349 65 36 1411 134
Arrive On Green 0.12 0.12 0.12 0.05 0.05 0.05 0.48 1.00 1.00 0.02 0.43 0.43 Sat Flow, veh/h 1741 42 1536 513 34 1026 1781 3528 97 1781 3265 311 Grp Volume(v), veh/h 168 0 100 46 0 0 54 584 607 16 502 509 Grp Sat Flow(s),veh/h/ln 1783 0 1536 1573 0 0 1781 1777 1849 1781 1777 1800 Q Serve(g_s), s 11.5 0.0 7.7 3.6 0.0 0.0 2.1 0.0 0.0 1.1 28.0 28.0 Cycle Q Clear(g_c), s 11.5 0.0 7.7 3.6 0.0 0.0 2.1 0.0 0.0 1.1 28.0 28.0 Prop In Lane 0.98 1.00 0.33 0.65 1.00 0.05 1.00 0.17
Lane Grp Cap(c), veh/h 207 0 178 85 0 0 425 1183 1231 36 768 777 V/C Ratio(X) 0.81 0.00 0.56 0.54 0.00 0.00 0.13 0.49 0.49 0.44 0.65 0.65 Avail Cap(c_a), veh/h 371 0 319 201 0 0 425 1183 1231 157 768 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.87 0.87 0.87 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 0.0 52.2 57.7 0.0 0.0 25.5 0.0 0.0 60.5 28.1 28.1 Incr Delay (d2), s/veh 7.5 0.0 2.8 5.4 0.0 0.0 0.0 1.3 1.2 3.1 4.3 4.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 0.0 3.1 1.5 0.0 0.0 0.9 0.4 0.4 0.5 12.7 12.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.4 0.0 55.0 63.0 0.0 0.0 25.5 1.3 1.2 63.6 32.4 32.4 LnGrp LOS E E E C A A E C C
Approach Vol, veh/h 268 46 1245 1027
Approach Delay, s/veh 59.0 63.0 2.3 32.9
Approach LOS E E A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.6 89.2 18.5 35.8 60.0 10.7
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 * 6 4.0
Max Green Setting (Gmax), s 11.0 54.0 26.0 11.0 * 54 16.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 13.5 4.1 30.0 5.6
Green Ext Time (p_c), s 0.0 17.0 1.0 0.0 10.1 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 258
HCM 7th TWSC
4: Moraga Rd & Corliss Dr 06/19/2024
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Intersection
Int Delay, s/veh 9.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 149 41 39 630 588 114
Future Vol, veh/h 149 41 39 630 588 114
Conflicting Peds, #/hr 0 6 6 0 0 6
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 75 100 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 201 55 53 851 795 154
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1757 807 955 0 - 0
Stage 1 801 - - - - -
Stage 2 957 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 93 382 720 - - -
Stage 1 442 - - - - -
Stage 2 373 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 85 377 716 - - -
Mov Cap-2 Maneuver 216 - - - - -
Stage 1 407 - - - - -
Stage 2 371 - - - - -
Approach EB NB SB
HCM Control Delay, s/v75.14 0.61 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 716 - 216 377 - -
HCM Lane V/C Ratio 0.074 - 0.932 0.147 - -
HCM Control Delay (s/veh) 10.4 - 91.4 16.2 - -
HCM Lane LOS B - F C - -
HCM 95th %tile Q(veh) 0.2 - 7.8 0.5 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 259
HCM 7th Edition TWSC-Pedestrians
4: Moraga Rd & Corliss Dr 06/19/2024
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 555.14
Level of Service F
Average Dissatisfaction Prob 0.827
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.93
Prob of Delayed Crossing 0.99
Delay for adq Gap (s) 558.02
Avg Ped Delay (s) 555.14
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1808.02
Level of Service F
Average Dissatisfaction Prob 0.828
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1810.94
Avg Ped Delay (s) 1808.02
260
HCM 7th TWSC
7: Moraga Rd & Draeger Dr 06/19/2024
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Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 25 762 15 23 673
Future Vol, veh/h 18 25 762 15 23 673
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 73 73 73 73
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 25 34 1044 21 32 922
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2042 1057 0 0 1067 0
Stage 1 1057 - - - - -
Stage 2 985 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 62 273 - - 653 -
Stage 1 334 - - - - -
Stage 2 362 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 59 273 - - 651 -
Mov Cap-2 Maneuver 181 - - - - -
Stage 1 333 - - - - -
Stage 2 344 - - - - -
Approach WB NB SB
HCM Control Delay, s/v26.56 0 0.36

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 225 651 -
HCM Lane V/C Ratio - - 0.262 0.048 -
HCM Control Delay (s/veh) - - 26.6 10.8 -
HCM Lane LOS - - D B -
HCM 95th %tile Q(veh) - - 1 0.2 -
261
HCM 7th Edition TWSC-Pedestrians
7: Moraga Rd & Draeger Dr 06/19/2024
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1226.70
Level of Service F
Average Dissatisfaction Prob 0.844
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1435
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1229.18
Avg Ped Delay (s) 1226.70
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1226.70
Level of Service F
Average Dissatisfaction Prob 0.844
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1435
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1229.18
Avg Ped Delay (s) 1226.70
262
Lanes, Volumes, Timings
4: Moraga Rd & Corliss Dr 06/19/2024
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 149 41 39 630 588 114
Future Volume (vph) 149 41 39 630 588 114
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 75 100 200
Storage Lanes 1 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 1583 1770 1863 1863 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 1583 1770 1863 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 188 238 831
Travel Time (s) 4.3 5.4 18.9
Confl. Peds. (#/hr) 6 6 6
Confl. Bikes (#/hr) 9
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74
Adj. Flow (vph) 201 55 53 851 795 154
Shared Lane Traffic (%)
Lane Group Flow (vph) 201 55 53 851 795 154
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15
263
Lanes, Volumes, Timings
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 18 25 762 15 23 673
Future Volume (vph) 18 25 762 15 23 673
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 0 0 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.922 0.997
Flt Protected 0.979 0.950
Satd. Flow (prot) 1681 0 1857 0 1770 1676
Flt Permitted 0.979 0.950
Satd. Flow (perm) 1681 0 1857 0 1770 1676
Link Speed (mph) 30 30 30
Link Distance (ft) 165 831 1190
Travel Time (s) 3.8 9.8 16.8
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 11
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Parking (#/hr) 0
Adj. Flow (vph) 25 34 1044 21 32 922
Shared Lane Traffic (%)
Lane Group Flow (vph) 59 0 1065 0 32 922
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.14
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15
264
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 150 100 0
Storage Lanes 0 1 0 0 1 1 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.98 0.99 0.99 0.99 0.98
Frt 0.850 0.959 0.999 0.973
Flt Protected 0.957 0.994 0.950 0.950
Satd. Flow (prot) 0 1783 1583 0 1753 0 1770 3534 0 1770 3407 0 Flt Permitted 0.957 0.994 0.950 0.950
Satd. Flow (perm) 0 1737 1583 0 1753 0 1755 3534 0 1757 3407 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 120 15 1 26
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 374 457
Travel Time (s) 5.5 4.4 8.5 10.4
Confl. Peds. (#/hr) 14 14 12 11 11 12
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Adj. Flow (vph) 189 21 120 7 36 19 83 1101 7 10 899 197 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 210 120 0 62 0 83 1108 0 10 1096 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
265
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 5.0 20.0 5.0 20.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 9.5 26.0 9.5 26.0 Total Split (s) 28.0 28.0 28.0 21.0 21.0 18.0 61.0 15.0 58.0 Total Split (%) 22.4% 22.4% 22.4% 16.8% 16.8% 14.4% 48.8% 12.0% 46.4% Maximum Green (s) 24.0 24.0 24.0 17.0 17.0 13.5 55.0 10.5 52.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.5 4.0 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.5 6.0 4.5 6.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 12.0 12.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 9 9 7 8
Act Effct Green (s) 19.3 19.3 9.8 10.8 80.8 6.9 70.8
Actuated g/C Ratio 0.15 0.15 0.08 0.09 0.65 0.06 0.57
v/c Ratio 0.76 0.34 0.41 0.54 0.48 0.10 0.56
Control Delay (s/veh) 68.1 10.3 49.4 67.5 15.3 52.8 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 68.1 10.3 49.4 67.5 15.3 52.8 7.6

LOS E B D E B D A
Approach Delay (s/veh) 47.1 49.4 18.9 8.0
Approach LOS D D B A
Intersection Summary
Area Type: Other
Cycle Length: 125
Actuated Cycle Length: 125
Offset: 121 (97%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay (s/veh): 18.6 Intersection LOS: B Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
266
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.97 0.98 0.99 0.99 0.99
Frt 0.850 0.912 0.996 0.987
Flt Protected 0.953 0.984 0.950 0.950
Satd. Flow (prot) 0 1775 1583 0 1637 0 1770 3521 0 1770 3474 0 Flt Permitted 0.953 0.984 0.950 0.950
Satd. Flow (perm) 0 1742 1583 0 1637 0 1752 3521 0 1764 3474 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 148 30 3 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 102 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 12 12 14 8 8 14
Confl. Bikes (#/hr) 8 3
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Adj. Flow (vph) 164 4 100 15 1 30 54 1159 32 16 923 88
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 168 100 0 46 0 54 1191 0 16 1011 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
267
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 6.0 4.0 Minimum Split (s) 8.0 8.0 8.0 26.0 26.0 10.0 38.0 10.0 27.0 Total Split (s) 30.0 30.0 30.0 20.0 20.0 15.0 60.0 15.0 60.0 Total Split (%) 24.0% 24.0% 24.0% 16.0% 16.0% 12.0% 48.0% 12.0% 48.0% Maximum Green (s) 26.0 26.0 26.0 16.0 16.0 11.0 54.0 11.0 54.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 8 8 5 9
Act Effct Green (s) 17.1 17.1 8.9 10.0 82.5 6.4 74.9
Actuated g/C Ratio 0.14 0.14 0.07 0.08 0.66 0.05 0.60
v/c Ratio 0.69 0.29 0.31 0.38 0.51 0.17 0.48
Control Delay (s/veh) 65.9 3.9 30.9 49.5 7.5 61.2 18.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 65.9 3.9 30.9 49.5 7.6 61.2 18.2

LOS E A C D A E B
Approach Delay (s/veh) 42.8 30.9 9.4 18.9
Approach LOS D C A B
Intersection Summary
Area Type: Other
Cycle Length: 125
Actuated Cycle Length: 125
Offset: 124 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay (s/veh): 17.0 Intersection LOS: B Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 268
SimTraffic Simulation Summary
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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 7:40 7:40 7:40 7:40 7:40 7:40
End Time 8:50 8:50 8:50 8:50 8:50 8:50
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 2235 2218 2231 2258 2226 2232
Vehs Exited 2234 2236 2229 2248 2225 2234
Starting Vehs 51 62 64 53 63 56
Ending Vehs 52 44 66 63 64 53
Travel Distance (mi) 1037 1030 1047 1051 1050 1043
Travel Time (hr) 57.7 54.7 56.1 58.4 57.0 56.8
Total Delay (hr) 21.1 18.4 19.3 21.3 20.0 20.0
Total Stops 1760 1628 1718 1837 1749 1740
Fuel Used (gal) 40.0 38.7 39.7 40.6 40.0 39.8
Interval #0 Information Seeding
Start Time 7:40
End Time 7:50
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:50
End Time 8:50
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 2235 2218 2231 2258 2226 2232
Vehs Exited 2234 2236 2229 2248 2225 2234
Starting Vehs 51 62 64 53 63 56
Ending Vehs 52 44 66 63 64 53
Travel Distance (mi) 1037 1030 1047 1051 1050 1043
Travel Time (hr) 57.7 54.7 56.1 58.4 57.0 56.8
Total Delay (hr) 21.1 18.4 19.3 21.3 20.0 20.0
Total Stops 1760 1628 1718 1837 1749 1740
Fuel Used (gal) 40.0 38.7 39.7 40.6 40.0 39.8
269
SimTraffic Performance Report
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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
270
Queuing and Blocking Report
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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 159 122 51 43 28 26
Average Queue (ft) 87 32 18 2 2 2
95th Queue (ft) 155 93 45 19 17 12
Link Distance (ft) 142 202 767
Upstream Blk Time (%) 7 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 75 100 200
Storage Blk Time (%) 25 0
Queuing Penalty (veh) 10 0
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 66 44
Average Queue (ft) 28 11
95th Queue (ft) 58 36
Link Distance (ft) 129
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 194 72 108 145 232 198 84 330 308
Average Queue (ft) 108 35 41 44 109 98 10 121 60
95th Queue (ft) 177 60 85 96 199 173 56 292 205
Link Distance (ft) 196 196 145 222 390 390
Upstream Blk Time (%) 1 0 0 0 0 0
Queuing Penalty (veh) 0 0 2 0 1 0
Storage Bay Dist (ft) 125 150 100
Storage Blk Time (%) 0 5 2 10
Queuing Penalty (veh) 2 21 7 1
271
Queuing and Blocking Report
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 121 73 68 86 178 203 116 312 252
Average Queue (ft) 85 30 28 35 70 80 19 156 87
95th Queue (ft) 132 57 62 73 152 166 69 278 198
Link Distance (ft) 101 101 55 390 390 307 307
Upstream Blk Time (%) 11 0 7 1
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 1 17
Queuing Penalty (veh) 0 2
Network Summary
Network wide Queuing Penalty: 46
272
Actuated Signals, Observed Splits
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Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 10.5 55.0 24.0 13.5 52.0 17.0
Minimum Green (s) 5.0 20.0 4.0 5.0 20.0 4.0
Recall None C-Max None None C-Max None
Avg. Green (s) 7.7 -8.6 15.6 9.9 -15.2 12.9
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 82 0 0 15 0 21
Cycles @ Minimum (%) 0 0 0 0 0 0
Cycles Maxed Out (%) 0 100 4 7 100 0
Cycles with Peds (%) 0 32 0 0 41 36
Controller Summary
Average Cycle Length (s): -15.4
Number of Complete Cycles : 28
Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 11.0 54.0 26.0 11.0 54.0 16.0
Minimum Green (s) 6.0 4.0 4.0 6.0 4.0 4.0
Recall None C-Max None None C-Max None
Avg. Green (s) 6.5 -7.1 13.5 11.2 -12.7 15.7
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 64 0 0 26 0 46
Cycles @ Minimum (%) 29 0 0 0 0 0
Cycles Maxed Out (%) 0 100 0 74 100 0
Cycles with Peds (%) 0 19 0 0 41 29
Controller Summary
Average Cycle Length (s): -15.4
Number of Complete Cycles : 28
273
HCM 7th Signalized Intersection Summary
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 7 45 12 2 24 71 949 17 23 1060 119 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 120 9 114 17 3 34 504 1770 32 463 1515 170
Arrive On Green 0.07 0.07 0.07 0.03 0.03 0.03 0.28 0.50 0.50 0.26 0.47 0.47 Sat Flow, veh/h 1661 126 1572 518 86 1035 1781 3568 64 1781 3202 359 Grp Volume(v), veh/h 99 0 45 38 0 0 71 473 493 23 588 591 Grp Sat Flow(s),veh/h/ln 1787 0 1572 1639 0 0 1781 1777 1855 1781 1777 1784 Q Serve(g_s), s 7.1 0.0 3.6 3.0 0.0 0.0 3.9 23.7 23.7 1.3 33.9 34.0 Cycle Q Clear(g_c), s 7.1 0.0 3.6 3.0 0.0 0.0 3.9 23.7 23.7 1.3 33.9 34.0 Prop In Lane 0.93 1.00 0.32 0.63 1.00 0.03 1.00 0.20
Lane Grp Cap(c), veh/h 130 0 114 54 0 0 504 882 920 463 841 844 V/C Ratio(X) 0.76 0.00 0.39 0.71 0.00 0.00 0.14 0.54 0.54 0.05 0.70 0.70 Avail Cap(c_a), veh/h 268 0 236 216 0 0 504 882 920 463 841 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.2 0.0 57.6 62.3 0.0 0.0 34.8 22.5 22.5 36.1 27.0 27.0 Incr Delay (d2), s/veh 8.9 0.0 2.2 15.6 0.0 0.0 0.1 2.2 2.1 0.0 4.8 4.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 1.5 1.5 0.0 0.0 1.7 10.4 10.8 0.6 15.3 15.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.1 0.0 59.8 77.9 0.0 0.0 34.9 24.7 24.6 36.1 31.8 31.8 LnGrp LOS E E E C C C D C C
Approach Vol, veh/h 144 38 1037 1202
Approach Delay, s/veh 65.5 77.9 25.3 31.9
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 38.3 69.0 13.9 41.3 66.0 8.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.4 64.5 19.5 13.4 61.5 17.1 Max Q Clear Time (g_c+I1), s 3.3 25.7 9.1 5.9 36.0 5.0
Green Ext Time (p_c), s 0.0 7.6 0.4 0.1 9.2 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 31.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 274
HCM 7th TWSC
4: Moraga Rd & Corliss Dr 06/19/2024
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Intersection
Int Delay, s/veh 4.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 131 23 22 686 711 144
Future Vol, veh/h 131 23 22 686 711 144
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 75 100 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 160 28 27 837 867 176
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1760 873 1046 0 - 0
Stage 1 870 - - - - -
Stage 2 890 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 93 349 665 - - -
Stage 1 410 - - - - -
Stage 2 401 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 89 347 663 - - -
Mov Cap-2 Maneuver 221 - - - - -
Stage 1 392 - - - - -
Stage 2 400 - - - - -
Approach EB NB SB
HCM Control Delay, s/v48.94 0.33 0

HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 663 - 221 347 - -
HCM Lane V/C Ratio 0.04 - 0.722 0.081 - -
HCM Control Delay (s/veh) 10.7 - 54.7 16.3 - -
HCM Lane LOS B - F C - -
HCM 95th %tile Q(veh) 0.1 - 4.8 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 275
HCM 7th Edition TWSC-Pedestrians
4: Moraga Rd & Corliss Dr 06/19/2024
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1066.69
Level of Service F
Average Dissatisfaction Prob 0.841
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.95
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1069.23
Avg Ped Delay (s) 1066.69
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 4082.20
Level of Service F
Average Dissatisfaction Prob 0.842
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 4084.76
Avg Ped Delay (s) 4082.20
276
HCM 7th TWSC
7: Moraga Rd & Draeger Dr 06/19/2024
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Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 31 794 17 27 842
Future Vol, veh/h 17 31 794 17 27 842
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 21 38 980 21 33 1040
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2100 994 0 0 1004 0
Stage 1 994 - - - - -
Stage 2 1106 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 57 298 - - 690 -
Stage 1 358 - - - - -
Stage 2 317 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 54 297 - - 688 -
Mov Cap-2 Maneuver 174 - - - - -
Stage 1 357 - - - - -
Stage 2 301 - - - - -
Approach WB NB SB
HCM Control Delay, s/v25.16 0 0.33

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 237 688 -
HCM Lane V/C Ratio - - 0.25 0.048 -
HCM Control Delay (s/veh) - - 25.2 10.5 -
HCM Lane LOS - - D B -
HCM 95th %tile Q(veh) - - 1 0.2 -
277
HCM 7th Edition TWSC-Pedestrians
7: Moraga Rd & Draeger Dr 06/19/2024
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 2586.81
Level of Service F
Average Dissatisfaction Prob 0.859
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1636
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 2589.00
Avg Ped Delay (s) 2586.81
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 2586.81
Level of Service F
Average Dissatisfaction Prob 0.859
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1636
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 2589.00
Avg Ped Delay (s) 2586.81
278
HCM Signalized Intersection Capacity Analysis
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 0.99
Flpb, ped/bikes 0.97 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.90 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1729 1583 1628 1770 3537 1770 3501
Flt Permitted 0.72 1.00 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1316 1583 1583 1770 3537 1770 3501
Peak-hour factor, PHF 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Adj. Flow (vph) 83 4 49 2 2 9 59 1085 4 11 1063 62
RTOR Reduction (vph) 0 0 44 0 8 0 0 0 0 0 2 0
Lane Group Flow (vph) 0 87 5 0 5 0 59 1089 0 11 1123 0
Confl. Peds. (#/hr) 9 9 9 3 3 9
Confl. Bikes (#/hr) 3
Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Actuated Green, G (s) 13.1 13.1 13.1 10.4 91.3 2.1 83.0 Effective Green, g (s) 13.1 13.1 13.1 10.4 91.3 2.1 83.0 Actuated g/C Ratio 0.11 0.11 0.11 0.09 0.76 0.02 0.69
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 143 172 172 153 2691 30 2421
v/s Ratio Prot c0.03 c0.31 0.01 c0.32
v/s Ratio Perm c0.07 0.00 0.00
v/c Ratio 0.60 0.03 0.02 0.38 0.40 0.36 0.46
Uniform Delay, d1 51.0 47.7 47.7 51.7 4.9 58.2 8.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.1 0.0 0.0 1.6 0.4 7.4 0.6
Delay (s) 58.1 47.8 47.8 53.3 5.4 65.7 9.0
Level of Service E D D D A E A
Approach Delay (s/veh) 54.4 47.8 7.8 9.5
Approach LOS D D A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
279
Lanes, Volumes, Timings
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 131 23 22 686 711 144
Future Volume (vph) 131 23 22 686 711 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 75 100 200
Storage Lanes 1 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 1583 1770 1863 1863 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 1583 1770 1863 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 188 238 831
Travel Time (s) 4.3 5.4 18.9
Confl. Peds. (#/hr) 3 3 3
Confl. Bikes (#/hr) 6
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Adj. Flow (vph) 160 28 27 837 867 176
Shared Lane Traffic (%)
Lane Group Flow (vph) 160 28 27 837 867 176
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15
280
Lanes, Volumes, Timings
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 31 794 17 27 842
Future Volume (vph) 17 31 794 17 27 842
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 0 0 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.913 0.997
Flt Protected 0.983 0.950
Satd. Flow (prot) 1672 0 1857 0 1770 1676
Flt Permitted 0.983 0.950
Satd. Flow (perm) 1672 0 1857 0 1770 1676
Link Speed (mph) 30 30 30
Link Distance (ft) 165 831 1189
Travel Time (s) 3.8 9.8 16.8
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 11
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Parking (#/hr) 0
Adj. Flow (vph) 21 38 980 21 33 1040
Shared Lane Traffic (%)
Lane Group Flow (vph) 59 0 1001 0 33 1040
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.14
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15
281
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 150 100 0
Storage Lanes 0 1 0 0 1 1 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.97 0.99 0.99 0.99 0.99
Frt 0.850 0.907 0.999 0.992
Flt Protected 0.954 0.992 0.950 0.950
Satd. Flow (prot) 0 1777 1583 0 1629 0 1770 3535 0 1770 3502 0 Flt Permitted 0.727 0.965 0.950 0.950
Satd. Flow (perm) 0 1317 1583 0 1584 0 1760 3535 0 1766 3502 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 82 9 7
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 375 457
Travel Time (s) 5.5 4.4 8.5 10.4
Confl. Peds. (#/hr) 9 9 9 3 3 9
Confl. Bikes (#/hr) 3
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Adj. Flow (vph) 83 4 49 2 2 9 59 1085 4 11 1063 62
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 87 49 0 13 0 59 1089 0 11 1125 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
282
Lanes, Volumes, Timings
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Lane Group Ø3 Ø7
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Enter Blocked Intersection
Lane Alignment
Median Width(ft)
Link Offset(ft)
Crosswalk Width(ft)
Two way Left Turn Lane
Headway Factor
Turning Speed (mph)
Number of Detectors
Detector Template
Leading Detector (ft)
Trailing Detector (ft)
Detector 1 Position(ft)
Detector 1 Size(ft)
Detector 1 Type
Detector 1 Channel
Detector 1 Extend (s)
Detector 1 Queue (s)
Detector 1 Delay (s)
Detector 2 Position(ft)
Detector 2 Size(ft)
Detector 2 Type
Detector 2 Channel
Detector 2 Extend (s)
283
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 24.5 9.5 24.5 Total Split (s) 36.0 36.0 36.0 36.0 36.0 15.0 63.0 15.0 63.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 12.5% 52.5% 12.5% 52.5% Maximum Green (s) 31.5 31.5 31.5 31.5 31.5 10.5 58.5 10.5 58.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lag Lag Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 6.0 6.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 6 6 2 6
Act Effct Green (s) 13.1 13.1 13.1 8.8 94.9 6.9 86.6
Actuated g/C Ratio 0.11 0.11 0.11 0.07 0.79 0.06 0.72
v/c Ratio 0.60 0.20 0.07 0.45 0.38 0.10 0.44
Control Delay (s/veh) 67.5 4.6 27.9 64.1 5.4 54.6 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.7
Total Delay (s/veh) 67.5 4.6 27.9 64.1 5.4 54.6 9.3

LOS E A C E A D A
Approach Delay (s/veh) 44.8 27.9 8.4 9.8
Approach LOS D C A A
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 10 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay (s/veh): 11.2 Intersection LOS: B Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
284
Lanes, Volumes, Timings
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Lane Group Ø3 Ø7
Turn Type
Protected Phases 3 7
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s) 1.5 1.5
Minimum Split (s) 6.0 6.0
Total Split (s) 6.0 6.0
Total Split (%) 5% 5%
Maximum Green (s) 3.0 3.0
Yellow Time (s) 3.0 3.0
All-Red Time (s) 0.0 0.0
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag Lead Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0
Recall Mode None None
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
285
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 250 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.98 0.99 0.99 0.99
Frt 0.850 0.915 0.997 0.985
Flt Protected 0.956 0.984 0.950 0.950
Satd. Flow (prot) 0 1781 1583 0 1661 0 1770 3527 0 1770 3453 0 Flt Permitted 0.956 0.984 0.950 0.950
Satd. Flow (perm) 0 1775 1583 0 1661 0 1745 3527 0 1767 3453 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 88 24 2 13
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 103 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 2 2 23 3 3 23
Confl. Bikes (#/hr) 5 6
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph) 92 7 45 12 2 24 71 949 17 23 1060 119
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 99 45 0 38 0 71 966 0 23 1179 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
286
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 36.5 36.5 9.5 36.5 9.5 25.5 Total Split (s) 24.0 24.0 24.0 21.6 21.6 17.9 69.0 14.9 66.0 Total Split (%) 18.5% 18.5% 18.5% 16.7% 16.7% 13.8% 53.3% 11.5% 51.0% Maximum Green (s) 19.5 19.5 19.5 17.1 17.1 13.4 64.5 10.4 61.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 1 1 2 15
Act Effct Green (s) 12.5 12.5 8.9 10.3 88.5 7.8 84.0
Actuated g/C Ratio 0.10 0.10 0.07 0.08 0.68 0.06 0.65
v/c Ratio 0.57 0.19 0.27 0.50 0.40 0.21 0.52
Control Delay (s/veh) 68.6 2.2 32.5 69.0 12.4 61.8 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.0 0.0
Total Delay (s/veh) 68.6 2.2 32.5 69.0 13.0 61.8 16.3

LOS E A C E B E B
Approach Delay (s/veh) 47.9 32.6 16.9 17.2
Approach LOS D C B B
Intersection Summary
Area Type: Other
Cycle Length: 129.5
Actuated Cycle Length: 129.5
Offset: 120 (93%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay (s/veh): 19.1 Intersection LOS: B Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 287
SimTraffic Simulation Summary
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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 2:50 2:50 2:50 2:50 2:50 2:50
End Time 4:00 4:00 4:00 4:00 4:00 4:00
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 2315 2238 2299 2312 2259 2286
Vehs Exited 2302 2255 2293 2282 2244 2275
Starting Vehs 52 57 65 42 49 50
Ending Vehs 65 40 71 72 64 61
Travel Distance (mi) 1178 1145 1162 1160 1141 1157
Travel Time (hr) 59.7 56.3 60.6 59.3 58.5 58.9
Total Delay (hr) 18.8 16.4 20.1 19.0 18.8 18.6
Total Stops 1599 1381 1647 1660 1445 1546
Fuel Used (gal) 43.4 41.3 43.1 42.7 42.0 42.5
Interval #0 Information Seeding
Start Time 2:50
End Time 3:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 3:00
End Time 4:00
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 2315 2238 2299 2312 2259 2286
Vehs Exited 2302 2255 2293 2282 2244 2275
Starting Vehs 52 57 65 42 49 50
Ending Vehs 65 40 71 72 64 61
Travel Distance (mi) 1178 1145 1162 1160 1141 1157
Travel Time (hr) 59.7 56.3 60.6 59.3 58.5 58.9
Total Delay (hr) 18.8 16.4 20.1 19.0 18.8 18.6
Total Stops 1599 1381 1647 1660 1445 1546
Fuel Used (gal) 43.4 41.3 43.1 42.7 42.0 42.5
288
SimTraffic Performance Report
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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
289
Queuing and Blocking Report
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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 161 104 49 32 41 25
Average Queue (ft) 91 24 13 2 2 1
95th Queue (ft) 159 86 40 17 24 10
Link Distance (ft) 142 202 767
Upstream Blk Time (%) 9 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 75 100 200
Storage Blk Time (%) 30
Queuing Penalty (veh) 7
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft) 78 4 45
Average Queue (ft) 29 0 16
95th Queue (ft) 61 3 43
Link Distance (ft) 129 767
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 110 58 39 98 143 150 111 399 369
Average Queue (ft) 48 22 8 35 56 56 12 184 96
95th Queue (ft) 95 49 31 76 122 119 59 391 306
Link Distance (ft) 196 196 145 224 390 390
Upstream Blk Time (%) 1 0
Queuing Penalty (veh) 2 0
Storage Bay Dist (ft) 125 150 100
Storage Blk Time (%) 0 1 0 13
Queuing Penalty (veh) 2 3 0 1
290
Queuing and Blocking Report
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 124 57 67 155 193 217 98 329 288
Average Queue (ft) 68 21 29 52 61 79 22 195 106
95th Queue (ft) 121 49 64 113 139 169 72 329 242
Link Distance (ft) 101 101 56 390 390 306 306
Upstream Blk Time (%) 8 8 2 0
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 1 1 0 17
Queuing Penalty (veh) 2 0 0 3
Network Summary
Network wide Queuing Penalty: 21
291
Actuated Signals, Observed Splits
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Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 3 4 5 6 7 8
Movement(s) Served SBL NBT Hold EBTL NBL SBT Hold WBTL
Maximum Green (s) 10.5 58.5 3.0 31.5 10.5 58.5 3.0 31.5 Minimum Green (s) 5.0 5.0 1.5 5.0 5.0 5.0 1.5 5.0
Recall None C-Max None None None C-Max None None
Avg. Green (s) 7.9 9.1 0.0 12.1 8.2 2.2 0.0 12.1
g/C Ratio NA NA 0.00 NA NA NA 0.00 NA
Cycles Skipped (%) 75 7 100 10 31 0 100 10
Cycles @ Minimum (%) 0 0 0 0 0 0 0 0
Cycles Maxed Out (%) 0 93 0 0 10 100 0 0
Cycles with Peds (%) 0 7 0 0 0 25 0 34
Controller Summary
Average Cycle Length (s): -15.6
Number of Complete Cycles : 29
Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 10.4 64.5 19.5 13.4 61.5 17.1
Minimum Green (s) 5.0 5.0 5.0 5.0 5.0 5.0
Recall None C-Max None None C-Max None
Avg. Green (s) 8.1 0.5 11.9 9.7 -5.0 9.7
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 58 0 8 12 0 54
Cycles @ Minimum (%) 0 0 0 0 0 0
Cycles Maxed Out (%) 8 100 4 15 100 0
Cycles with Peds (%) 0 12 0 0 50 4
Controller Summary
Average Cycle Length (s): -21.7
Number of Complete Cycles : 26
292

MEMORANDUM
Alta Planning + Design, Inc. Town of Moraga, CA
Appendix E
Road Diet with 2044 Volumes Synchro Outputs
293
HCM 7th Signalized Intersection Summary
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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 149 41 39 630 588 114
Future Volume (veh/h) 149 41 39 630 588 114
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 300 83 79 1269 1184 230
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 329 293 101 1369 1186 975
Arrive On Green 0.18 0.18 0.06 0.73 0.63 0.63
Sat Flow, veh/h 1781 1585 1781 1870 1870 1538
Grp Volume(v), veh/h 300 83 79 1269 1184 230
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1538
Q Serve(g_s), s 17.8 4.9 4.7 61.1 68.2 7.0
Cycle Q Clear(g_c), s 17.8 4.9 4.7 61.1 68.2 7.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 293 101 1369 1186 975
V/C Ratio(X) 0.91 0.28 0.78 0.93 1.00 0.24
Avail Cap(c_a), veh/h 338 301 124 1393 1186 975
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 43.2 37.9 50.3 12.1 19.7 8.5
Incr Delay (d2), s/veh 27.6 0.5 22.8 10.8 25.8 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.3 4.6 2.7 24.5 34.6 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.8 38.4 73.1 22.8 45.5 8.6
LnGrp LOS E D E C D A
Approach Vol, veh/h 383 1348 1414
Approach Delay, s/veh 63.8 25.8 39.5
Approach LOS E C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 83.6 24.4 10.6 73.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 80.5 20.5 7.5 68.5
Max Q Clear Time (g_c+I1), s 63.1 19.8 6.7 70.2
Green Ext Time (p_c), s 11.2 0.1 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 36.6
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 294
HCM 7th Signalized Intersection Summary
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (veh/h) 132 15 84 5 25 13 58 771 5 7 629 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 281 32 179 11 53 28 123 1641 11 15 1339 294 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 306 35 295 14 67 36 164 1710 11 180 1392 299 Arrive On Green 0.19 0.19 0.19 0.07 0.07 0.07 0.09 0.47 0.47 0.20 0.96 0.96 Sat Flow, veh/h 1607 183 1550 206 994 525 1781 3618 24 1781 2889 621 Grp Volume(v), veh/h 313 0 179 92 0 0 123 805 847 15 813 820 Grp Sat Flow(s),veh/h/ln 1790 0 1550 1725 0 0 1781 1777 1865 1781 1777 1733 Q Serve(g_s), s 18.9 0.0 11.6 5.8 0.0 0.0 7.4 48.1 48.2 0.8 21.5 35.5 Cycle Q Clear(g_c), s 18.9 0.0 11.6 5.8 0.0 0.0 7.4 48.1 48.2 0.8 21.5 35.5 Prop In Lane 0.90 1.00 0.12 0.30 1.00 0.01 1.00 0.36
Lane Grp Cap(c), veh/h 340 0 295 117 0 0 164 840 882 180 856 835 V/C Ratio(X) 0.92 0.00 0.61 0.79 0.00 0.00 0.75 0.96 0.96 0.08 0.95 0.98 Avail Cap(c_a), veh/h 342 0 296 125 0 0 164 840 882 180 856 835 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 0.58 0.58 0.58 Uniform Delay (d), s/veh 43.7 0.0 40.8 50.5 0.0 0.0 48.7 28.0 28.0 39.7 1.4 1.7 Incr Delay (d2), s/veh 29.1 0.0 3.5 26.1 0.0 0.0 17.3 22.5 22.1 0.1 14.1 19.9 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 11.0 0.0 4.7 3.3 0.0 0.0 4.1 24.7 25.9 0.3 4.1 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.8 0.0 44.3 76.6 0.0 0.0 66.0 50.5 50.1 39.8 15.5 21.6 LnGrp LOS E D E E D D D B C
Approach Vol, veh/h 492 92 1775 1648
Approach Delay, s/veh 62.5 76.6 51.4 18.8
Approach LOS E E D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.6 58.0 24.9 14.6 59.0 11.5
Change Period (Y+Rc), s 4.5 6.0 4.0 4.5 6.0 4.0
Max Green Setting (Gmax), s 10.5 52.0 21.0 9.5 53.0 8.0 Max Q Clear Time (g_c+I1), s 2.8 50.2 20.9 9.4 37.5 7.8 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 12.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 39.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 295
HCM 7th Signalized Intersection Summary
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (veh/h) 121 3 74 11 1 22 40 858 24 12 683 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 244 6 149 22 2 44 81 1728 48 24 1375 131 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 283 7 252 34 3 68 240 2043 57 50 1485 141
Arrive On Green 0.16 0.16 0.16 0.07 0.07 0.07 0.18 0.77 0.77 0.03 0.45 0.45 Sat Flow, veh/h 1741 43 1550 514 47 1029 1781 3528 98 1781 3268 309 Grp Volume(v), veh/h 250 0 149 68 0 0 81 867 909 24 744 762 Grp Sat Flow(s),veh/h/ln 1783 0 1550 1590 0 0 1781 1777 1848 1781 1777 1800 Q Serve(g_s), s 15.0 0.0 9.8 4.6 0.0 0.0 4.4 35.1 36.0 1.5 43.2 44.0 Cycle Q Clear(g_c), s 15.0 0.0 9.8 4.6 0.0 0.0 4.4 35.1 36.0 1.5 43.2 44.0 Prop In Lane 0.98 1.00 0.32 0.65 1.00 0.05 1.00 0.17
Lane Grp Cap(c), veh/h 290 0 252 105 0 0 240 1029 1070 50 808 818 V/C Ratio(X) 0.86 0.00 0.59 0.65 0.00 0.00 0.34 0.84 0.85 0.48 0.92 0.93 Avail Cap(c_a), veh/h 357 0 310 202 0 0 240 1029 1070 97 808 818 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.44 0.44 0.44 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 0.0 42.6 50.1 0.0 0.0 40.9 9.4 9.5 52.6 28.1 28.4 Incr Delay (d2), s/veh 16.2 0.0 2.2 6.5 0.0 0.0 0.1 3.9 3.9 2.6 17.4 18.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 0.0 3.9 2.0 0.0 0.0 1.9 9.0 9.6 0.7 21.5 22.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.0 0.0 44.8 56.6 0.0 0.0 41.0 13.3 13.4 55.2 45.6 47.0 LnGrp LOS E D E D B B E D D
Approach Vol, veh/h 399 68 1857 1530
Approach Delay, s/veh 55.0 56.6 14.5 46.4
Approach LOS D E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 69.7 21.9 20.8 56.0 11.3
Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 * 6 4.0
Max Green Setting (Gmax), s 6.0 50.0 22.0 6.0 * 50 14.0 Max Q Clear Time (g_c+I1), s 3.5 38.0 17.0 6.4 46.0 6.6 Green Ext Time (p_c), s 0.0 10.4 0.9 0.0 3.4 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 32.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 296
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Future Volume (vph) 132 15 84 5 25 13 58 771 5 7 629 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 150 100 0
Storage Lanes 0 1 0 0 1 1 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.98 0.99 0.99 0.99 0.99
Frt 0.850 0.959 0.999 0.973
Flt Protected 0.957 0.994 0.950 0.950
Satd. Flow (prot) 0 1783 1583 0 1755 0 1770 3534 0 1770 3410 0 Flt Permitted 0.957 0.994 0.950 0.950
Satd. Flow (perm) 0 1744 1583 0 1755 0 1764 3534 0 1764 3410 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 179 15 1 33
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 374 457
Travel Time (s) 5.5 4.4 8.5 10.4
Confl. Peds. (#/hr) 14 14 12 11 11 12
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 281 32 179 11 53 28 123 1641 11 15 1339 294 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 313 179 0 92 0 123 1652 0 15 1633 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
297
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 5.0 20.0 5.0 20.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 25.0 25.0 12.0 12.0 14.0 58.0 15.0 59.0 Total Split (%) 22.7% 22.7% 22.7% 10.9% 10.9% 12.7% 52.7% 13.6% 53.6% Maximum Green (s) 21.0 21.0 21.0 8.0 8.0 9.5 52.0 10.5 53.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.5 4.0 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.5 6.0 4.5 6.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 12.0 12.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 14 14 11 12
Act Effct Green (s) 20.7 20.7 7.6 9.4 61.6 7.7 53.7
Actuated g/C Ratio 0.19 0.19 0.07 0.09 0.56 0.07 0.49
v/c Ratio 0.93 0.40 0.68 0.81 0.83 0.12 0.97
Control Delay (s/veh) 79.5 8.6 66.5 86.7 26.6 34.7 25.3 Queue Delay 0.0 0.0 0.0 0.0 3.8 0.0 0.8
Total Delay (s/veh) 79.5 8.6 66.5 86.7 30.4 34.7 26.1

LOS E A E F C C C
Approach Delay (s/veh) 53.8 66.5 34.4 26.2
Approach LOS D E C C
Intersection Summary
Area Type: Other
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 100 (91%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay (s/veh): 34.1 Intersection LOS: C Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
298
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Future Volume (vph) 121 3 74 11 1 22 40 858 24 12 683 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 0 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.98 0.99 0.99 0.99 0.99
Frt 0.850 0.913 0.996 0.987
Flt Protected 0.953 0.984 0.950 0.950
Satd. Flow (prot) 0 1775 1583 0 1641 0 1770 3521 0 1770 3475 0 Flt Permitted 0.953 0.984 0.950 0.950
Satd. Flow (perm) 0 1747 1583 0 1641 0 1762 3521 0 1768 3475 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 44 3 12
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 102 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 12 12 14 8 8 14
Confl. Bikes (#/hr) 8 3
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 244 6 149 22 2 44 81 1728 48 24 1375 131 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 250 149 0 68 0 81 1776 0 24 1506 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
299
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 6.0 4.0 6.0 4.0 Minimum Split (s) 8.0 8.0 8.0 26.0 26.0 10.0 38.0 10.0 27.0 Total Split (s) 26.0 26.0 26.0 18.0 18.0 10.0 56.0 10.0 56.0 Total Split (%) 23.6% 23.6% 23.6% 16.4% 16.4% 9.1% 50.9% 9.1% 50.9% Maximum Green (s) 22.0 22.0 22.0 14.0 14.0 6.0 50.0 6.0 50.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.0 3.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 2.0 1.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 6.0 4.0 6.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 4.0 2.0 4.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 12 12 8 14
Act Effct Green (s) 19.3 19.3 8.2 6.0 64.3 6.2 60.5
Actuated g/C Ratio 0.18 0.18 0.07 0.05 0.58 0.06 0.55
v/c Ratio 0.80 0.35 0.41 0.84 0.86 0.24 0.78
Control Delay (s/veh) 62.9 6.6 29.1 75.0 15.8 55.9 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.0 1.0
Total Delay (s/veh) 62.9 6.7 29.1 75.0 16.4 55.9 26.3

LOS E A C E B E C
Approach Delay (s/veh) 41.9 29.1 19.0 26.8
Approach LOS D C B C
Intersection Summary
Area Type: Other
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 108 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 125
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 24.7 Intersection LOS: C Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 300
HCM 7th Edition TWSC-Pedestrians
4: Moraga Rd & Corliss Dr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 555.14
Level of Service F
Average Dissatisfaction Prob 0.827
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.93
Prob of Delayed Crossing 0.99
Delay for adq Gap (s) 558.02
Avg Ped Delay (s) 555.14
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1808.02
Level of Service F
Average Dissatisfaction Prob 0.828
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1218
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1810.94
Avg Ped Delay (s) 1808.02
301
HCM 7th TWSC
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 25 762 15 23 673
Future Vol, veh/h 18 25 762 15 23 673
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 73 73 73 73
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 51 1555 31 47 1374
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3041 1574 0 0 1589 0
Stage 1 1574 - - - - -
Stage 2 1468 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver ~ 14 136 - - 413 -
Stage 1 188 - - - - -
Stage 2 211 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 12 135 - - 412 -
Mov Cap-2 Maneuver 91 - - - - -
Stage 1 187 - - - - -
Stage 2 187 - - - - -
Approach WB NB SB
HCM Control Delay, s/v104.65 0 0.49

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 112 412 -
HCM Lane V/C Ratio - - 0.781 0.114 -
HCM Control Delay (s/veh) - - 104.6 14.9 -
HCM Lane LOS - - F B -
HCM 95th %tile Q(veh) - - 4.4 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 302
HCM 7th Edition TWSC-Pedestrians
7: Moraga Rd & Draeger Dr 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak 7:50 am 06/01/2044 Lane repurposing Synchro 12 Report

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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1226.70
Level of Service F
Average Dissatisfaction Prob 0.844
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1435
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1229.18
Avg Ped Delay (s) 1226.70
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1226.70
Level of Service F
Average Dissatisfaction Prob 0.844
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1435
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.96
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1229.18
Avg Ped Delay (s) 1226.70
303
SimTraffic Simulation Summary
Lane repurposing 06/19/2024
2044 Alt 1 - Lane Repurposing AM Peak SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 7:40 7:40 7:40 7:40 7:40 7:40
End Time 8:50 8:50 8:50 8:50 8:50 8:50
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 3323 3378 3305 3279 3214 3300
Vehs Exited 3323 3314 3265 3243 3173 3263
Starting Vehs 111 132 107 98 90 103
Ending Vehs 111 196 147 134 131 142
Travel Distance (mi) 1548 1553 1539 1505 1489 1527
Travel Time (hr) 151.2 190.8 145.0 106.3 114.3 141.5
Total Delay (hr) 96.8 136.0 91.0 53.2 61.7 87.7
Total Stops 4244 5737 4134 3603 3765 4296
Fuel Used (gal) 77.5 86.7 75.1 65.4 66.4 74.2
Interval #0 Information Seeding
Start Time 7:40
End Time 7:50
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:50
End Time 8:50
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3323 3378 3305 3279 3214 3300
Vehs Exited 3323 3314 3265 3243 3173 3263
Starting Vehs 111 132 107 98 90 103
Ending Vehs 111 196 147 134 131 142
Travel Distance (mi) 1548 1553 1539 1505 1489 1527
Travel Time (hr) 151.2 190.8 145.0 106.3 114.3 141.5
Total Delay (hr) 96.8 136.0 91.0 53.2 61.7 87.7
Total Stops 4244 5737 4134 3603 3765 4296
Fuel Used (gal) 77.5 86.7 75.1 65.4 66.4 74.2
304
SimTraffic Performance Report
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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
305
Queuing and Blocking Report
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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 164 125 176 245 755 300
Average Queue (ft) 125 50 49 180 302 91
95th Queue (ft) 183 122 126 271 603 278
Link Distance (ft) 142 202 767
Upstream Blk Time (%) 10 0 0 10 0
Queuing Penalty (veh) 0 0 0 0 1
Storage Bay Dist (ft) 75 100 200
Storage Blk Time (%) 33 1 0 16 13
Queuing Penalty (veh) 20 2 5 9 23
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB NB SB SB B5
Directions Served LR TR L T T
Maximum Queue (ft) 148 169 70 222 221
Average Queue (ft) 70 43 24 9 11
95th Queue (ft) 140 302 56 108 101
Link Distance (ft) 129 767 1053 222
Upstream Blk Time (%) 13 1 0
Queuing Penalty (veh) 0 10 1
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB B5 SB SB SB
Directions Served LT R LTR L T TR T L T TR
Maximum Queue (ft) 238 139 139 194 427 222 259 164 421 416 Average Queue (ft) 182 46 57 93 218 156 98 31 320 282
95th Queue (ft) 258 105 114 187 452 275 551 121 511 513 Link Distance (ft) 196 196 145 222 1053 390 390
Upstream Blk Time (%) 38 0 1 7 1 1 8 4
Queuing Penalty (veh) 0 0 0 88 0 16 47 25
Storage Bay Dist (ft) 125 150 100
Storage Blk Time (%) 14 15 11 0 42
Queuing Penalty (veh) 162 101 70 0 4
306
Queuing and Blocking Report
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 134 107 74 173 365 384 160 351 335
Average Queue (ft) 109 37 36 63 141 165 50 277 238
95th Queue (ft) 140 80 73 134 310 342 148 407 405
Link Distance (ft) 101 101 55 390 390 307 307
Upstream Blk Time (%) 43 0 15 0 0 32 27
Queuing Penalty (veh) 0 0 0 0 1 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 1 7 0 46
Queuing Penalty (veh) 5 4 0 8
Network Summary
Network wide Queuing Penalty: 603
307
Actuated Signals, Observed Splits
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Intersection: 4: Moraga Rd & Corliss Dr
Phase 2 4 5 6
Movement(s) Served NBT EBL NBL SBT
Maximum Green (s) 80.5 20.5 7.5 68.5
Minimum Green (s) 5.0 5.0 5.0 5.0
Recall Min None None Min
Avg. Green (s) -2.5 -16.2 13.3 -12.6
g/C Ratio NA NA NA NA
Cycles Skipped (%) 0 0 43 0
Cycles @ Minimum (%) 0 0 0 0
Cycles Maxed Out (%) 26 38 45 33
Cycles with Peds (%) 0 15 0 10
Controller Summary
Average Cycle Length (s): -10.1
Number of Complete Cycles : 40
Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 10.5 52.0 21.0 9.5 53.0 8.0
Minimum Green (s) 5.0 20.0 4.0 5.0 20.0 4.0
Recall None C-Max None None C-Max None
Avg. Green (s) 10.0 -11.5 20.1 9.2 -20.6 12.8
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 78 26 25 28 26 38
Cycles @ Minimum (%) 0 0 0 0 0 0
Cycles Maxed Out (%) 16 74 50 53 74 47
Cycles with Peds (%) 0 23 0 0 26 31
Controller Summary
Average Cycle Length (s): -12.9
Number of Complete Cycles : 32
308
Actuated Signals, Observed Splits
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 6.0 50.0 22.0 6.0 50.0 14.0
Minimum Green (s) 6.0 4.0 4.0 6.0 4.0 4.0
Recall None C-Max None None C-Max None
Avg. Green (s) 6.9 -14.5 19.2 6.2 -16.3 17.5
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 58 26 25 35 23 47
Cycles @ Minimum (%) 30 0 0 65 0 0
Cycles Maxed Out (%) 6 74 38 65 77 28
Cycles with Peds (%) 0 23 0 0 29 31
Controller Summary
Average Cycle Length (s): -12.9
Number of Complete Cycles : 32
309
HCM 7th Signalized Intersection Summary
4: Moraga Rd & Corliss Dr 06/19/2024
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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 131 23 22 686 711 144
Future Volume (veh/h) 131 23 22 686 711 144
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 238 42 40 1247 1292 262
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 275 245 56 1432 1299 1073
Arrive On Green 0.15 0.15 0.03 0.77 0.69 0.69
Sat Flow, veh/h 1781 1585 1781 1870 1870 1545
Grp Volume(v), veh/h 238 42 40 1247 1292 262
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1545
Q Serve(g_s), s 14.7 2.6 2.5 52.9 77.2 7.1
Cycle Q Clear(g_c), s 14.7 2.6 2.5 52.9 77.2 7.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 275 245 56 1432 1299 1073
V/C Ratio(X) 0.86 0.17 0.71 0.87 0.99 0.24
Avail Cap(c_a), veh/h 512 456 87 1464 1299 1073
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 46.6 41.5 54.2 9.3 17.1 6.4
Incr Delay (d2), s/veh 8.0 0.3 15.1 5.9 23.6 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.1 0.0 1.4 19.1 36.6 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.6 41.8 69.3 15.2 40.7 6.5
LnGrp LOS D D E B D A
Approach Vol, veh/h 280 1287 1554
Approach Delay, s/veh 52.7 16.9 34.9
Approach LOS D B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 91.1 22.0 8.1 83.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 88.5 32.5 5.5 78.5
Max Q Clear Time (g_c+I1), s 54.9 16.7 4.5 79.2
Green Ext Time (p_c), s 16.3 0.7 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 29.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved changes to right turn type.
310
HCM 7th Signalized Intersection Summary
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (veh/h) 67 3 40 2 2 7 48 879 3 9 861 50
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.93 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 123 6 74 4 4 13 88 1617 6 17 1584 92 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 150 7 136 11 11 36 407 1971 7 363 1767 102
Arrive On Green 0.09 0.09 0.09 0.04 0.04 0.04 0.23 0.54 0.54 0.41 1.00 1.00 Sat Flow, veh/h 1702 83 1537 302 302 982 1781 3631 13 1781 3413 197 Grp Volume(v), veh/h 129 0 74 21 0 0 88 791 832 17 821 855 Grp Sat Flow(s),veh/h/ln 1785 0 1537 1586 0 0 1781 1777 1867 1781 1777 1833 Q Serve(g_s), s 9.9 0.0 6.5 1.8 0.0 0.0 5.6 51.4 51.4 0.8 0.0 0.0 Cycle Q Clear(g_c), s 9.9 0.0 6.5 1.8 0.0 0.0 5.6 51.4 51.4 0.8 0.0 0.0 Prop In Lane 0.95 1.00 0.19 0.62 1.00 0.01 1.00 0.11
Lane Grp Cap(c), veh/h 158 0 136 58 0 0 407 965 1014 363 920 949 V/C Ratio(X) 0.82 0.00 0.54 0.36 0.00 0.00 0.22 0.82 0.82 0.05 0.89 0.90 Avail Cap(c_a), veh/h 230 0 198 261 0 0 407 965 1014 363 920 949 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 0.55 0.55 0.55 Uniform Delay (d), s/veh 62.7 0.0 61.1 65.9 0.0 0.0 43.8 26.4 26.4 33.3 0.0 0.0 Incr Delay (d2), s/veh 13.7 0.0 3.4 3.8 0.0 0.0 0.3 7.8 7.4 0.0 7.7 8.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 2.7 0.8 0.0 0.0 2.5 23.3 24.4 0.4 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 76.4 0.0 64.5 69.6 0.0 0.0 44.1 34.1 33.8 33.3 7.7 8.1 LnGrp LOS E E E D C C C A A
Approach Vol, veh/h 203 21 1711 1693
Approach Delay, s/veh 72.1 69.6 34.5 8.1
Approach LOS E E C A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 33.0 80.5 16.9 36.5 77.0 9.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 76.0 18.0 8.5 72.5 23.0 Max Q Clear Time (g_c+I1), s 2.8 53.4 11.9 7.6 2.0 3.8
Green Ext Time (p_c), s 0.0 13.2 0.4 0.0 22.8 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 24.5
HCM 7th LOS C
311
HCM 7th Signalized Intersection Summary
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (veh/h) 76 6 37 10 2 20 59 788 14 19 880 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 11 66 18 4 36 106 1415 25 34 1580 178 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 164 13 156 24 5 49 330 2493 44 47 1730 192
Arrive On Green 0.10 0.10 0.10 0.05 0.05 0.05 0.37 1.00 1.00 0.03 0.54 0.54 Sat Flow, veh/h 1654 134 1575 511 113 1021 1781 3570 63 1781 3208 356 Grp Volume(v), veh/h 147 0 66 58 0 0 106 704 736 34 864 894 Grp Sat Flow(s),veh/h/ln 1788 0 1575 1646 0 0 1781 1777 1856 1781 1777 1787 Q Serve(g_s), s 11.3 0.0 5.5 4.9 0.0 0.0 6.0 0.0 0.0 2.7 61.0 64.7 Cycle Q Clear(g_c), s 11.3 0.0 5.5 4.9 0.0 0.0 6.0 0.0 0.0 2.7 61.0 64.7 Prop In Lane 0.93 1.00 0.31 0.62 1.00 0.03 1.00 0.20
Lane Grp Cap(c), veh/h 177 0 156 78 0 0 330 1241 1296 47 958 963 V/C Ratio(X) 0.83 0.00 0.42 0.74 0.00 0.00 0.32 0.57 0.57 0.73 0.90 0.93 Avail Cap(c_a), veh/h 275 0 242 194 0 0 330 1241 1296 146 958 963 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.9 0.0 59.3 65.8 0.0 0.0 37.8 0.0 0.0 67.7 28.9 29.8 Incr Delay (d2), s/veh 11.6 0.0 1.8 12.8 0.0 0.0 0.4 1.4 1.4 19.3 13.2 16.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 2.3 2.3 0.0 0.0 2.5 0.5 0.5 1.5 28.8 31.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 73.5 0.0 61.1 78.6 0.0 0.0 38.2 1.4 1.4 87.0 42.1 45.9 LnGrp LOS E E E D A A F D D
Approach Vol, veh/h 213 58 1546 1792
Approach Delay, s/veh 69.7 78.6 3.9 44.8
Approach LOS E E A D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.2 102.3 18.4 30.4 80.0 11.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 72.5 21.5 8.5 75.5 16.5 Max Q Clear Time (g_c+I1), s 4.7 2.0 13.3 8.0 66.7 6.9
Green Ext Time (p_c), s 0.0 16.2 0.6 0.0 7.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 29.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 312
Lanes, Volumes, Timings
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 131 23 22 686 711 144
Future Volume (vph) 131 23 22 686 711 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 75 100 200
Storage Lanes1111
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.97 0.99 0.96
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 1583 1770 1863 1863 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 1538 1767 1863 1863 1532
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 26 128
Link Speed (mph) 30 30 30
Link Distance (ft) 188 238 831
Travel Time (s) 4.3 5.4 18.9
Confl. Peds. (#/hr)333
Confl. Bikes (#/hr)6
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Growth Factor 149% 149% 149% 149% 149% 149%
Adj. Flow (vph) 238 42 40 1247 1292 262
Shared Lane Traffic (%)
Lane Group Flow (vph) 238 42 40 1247 1292 262
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft)000
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 159 159
Number of Detectors 111221
Detector Template Left Right Left Thru Thru Right
Leading Detector (ft) 20 20 20 100 100 20
Trailing Detector (ft)000000
Detector 1 Position(ft)000000
Detector 1 Size(ft) 20 20 2066 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft)66
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
313
Lanes, Volumes, Timings
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Lane Group EBL EBR NBL NBT SBT SBR
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot Perm Prot NA NA Perm
Protected Phases 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 26.5 26.5 9.5 22.5 26.5 26.5
Total Split (s) 37.0 37.0 10.0 93.0 83.0 83.0
Total Split (%) 28.5% 28.5% 7.7% 71.5% 63.8% 63.8%
Maximum Green (s) 32.5 32.5 5.5 88.5 78.5 78.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 15.0 15.0
Pedestrian Calls (#/hr) 3 3 3 3
Act Effct Green (s) 21.1 21.1 5.5 88.4 80.5 80.5
Actuated g/C Ratio 0.18 0.18 0.05 0.75 0.68 0.68
v/c Ratio 0.75 0.14 0.48 0.89 1.02 0.24
Control Delay (s/veh) 61.7 21.6 77.2 23.4 52.2 5.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 61.7 21.6 77.2 23.4 52.2 5.0

LOS E C E C D A
Approach Delay (s/veh) 55.7 25.1 44.3
Approach LOS E C D
Intersection Summary
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 118.5
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay (s/veh): 37.4 Intersection LOS: D Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Moraga Rd & Corliss Dr
314
Lanes, Volumes, Timings
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 31 794 17 27 842
Future Volume (vph) 17 31 794 17 27 842
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 0 0 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.913 0.997
Flt Protected 0.983 0.950
Satd. Flow (prot) 1672 0 1857 0 1770 1676
Flt Permitted 0.983 0.950
Satd. Flow (perm) 1672 0 1857 0 1770 1676
Link Speed (mph) 30 30 30
Link Distance (ft) 165 831 1186
Travel Time (s) 3.8 9.8 16.8
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 11
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Growth Factor 149% 149% 149% 149% 149% 149%
Parking (#/hr) 0
Adj. Flow (vph) 31 57 1461 31 50 1549
Shared Lane Traffic (%)
Lane Group Flow (vph) 88 0 1492 0 50 1549
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.14
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period (min) 15
315
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Future Volume (vph) 67 3 40 2 2 7 48 879 3 9 861 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 125 150 100 0
Storage Lanes 0 1 0 0 1 1 1 0
Taper Length (ft) 25 25 70 65
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.97 0.97 0.99 0.99 0.99 0.99
Frt 0.850 0.916 0.999 0.992
Flt Protected 0.954 0.991 0.950 0.950
Satd. Flow (prot) 0 1777 1583 0 1656 0 1770 3535 0 1770 3501 0 Flt Permitted 0.954 0.991 0.950 0.950
Satd. Flow (perm) 0 1740 1583 0 1656 0 1764 3535 0 1768 3501 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 82 13 6
Link Speed (mph) 30 30 30 30
Link Distance (ft) 243 192 378 457
Travel Time (s) 5.5 4.4 8.6 10.4
Confl. Peds. (#/hr) 9 9 9 3 3 9
Confl. Bikes (#/hr) 3
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 123 6 74 4 4 13 88 1617 6 17 1584 92
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 129 74 0 21 0 88 1623 0 17 1676 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
316
Lanes, Volumes, Timings
12: Moraga Rd & Donald Dr 06/19/2024
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 27.5 27.5 9.5 24.5 9.5 24.5 Total Split (s) 22.5 22.5 22.5 27.5 27.5 13.0 80.5 9.5 77.0 Total Split (%) 16.1% 16.1% 16.1% 19.6% 19.6% 9.3% 57.5% 6.8% 55.0% Maximum Green (s) 18.0 18.0 18.0 23.0 23.0 8.5 76.0 5.0 72.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 12.0 12.0 8.0 8.0
Flash Dont Walk (s) 5.0 5.0 12.0 12.0
Pedestrian Calls (#/hr) 9 9 3 9
Act Effct Green (s) 14.8 14.8 8.2 8.5 103.7 5.0 94.5
Actuated g/C Ratio 0.11 0.11 0.06 0.06 0.74 0.04 0.68
v/c Ratio 0.68 0.30 0.19 0.82 0.62 0.26 0.70
Control Delay (s/veh) 78.7 12.6 38.0 113.0 13.0 64.5 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay (s/veh) 78.7 12.6 38.0 113.0 13.0 64.5 2.6

LOS E B D F B E A
Approach Delay (s/veh) 54.6 38.1 18.2 3.3
Approach LOS D D B A
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 125
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay (s/veh): 13.4 Intersection LOS: B Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Moraga Rd & Donald Dr
317
Lanes, Volumes, Timings
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Future Volume (vph) 76 6 37 10 2 20 59 788 14 19 880 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 140 250 100 0
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 25 25 50 60
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.99 0.98
Frt 0.850 0.916 0.997 0.985
Flt Protected 0.956 0.985 0.950 0.950
Satd. Flow (prot) 0 1781 1583 0 1664 0 1770 3527 0 1770 3451 0 Flt Permitted 0.956 0.985 0.950 0.950
Satd. Flow (perm) 0 1775 1583 0 1664 0 1758 3527 0 1768 3451 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 117 36 2 13
Link Speed (mph) 30 30 30 30
Link Distance (ft) 148 103 457 336
Travel Time (s) 3.4 2.3 10.4 7.6
Confl. Peds. (#/hr) 2 2 23 3 3 23
Confl. Bikes (#/hr) 5 6
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% 149% Adj. Flow (vph) 136 11 66 18 4 36 106 1415 25 34 1580 178 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 147 66 0 58 0 106 1440 0 34 1758 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 2
Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
318
Lanes, Volumes, Timings
15: Moraga Rd & Ascot Dr/Shopping Ctr 06/19/2024
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4
Detector Phase 4 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 26.5 26.5 9.5 36.5 9.5 25.5 Total Split (s) 26.0 26.0 26.0 21.0 21.0 13.0 77.0 16.0 80.0 Total Split (%) 18.6% 18.6% 18.6% 15.0% 15.0% 9.3% 55.0% 11.4% 57.1% Maximum Green (s) 21.5 21.5 21.5 16.5 16.5 8.5 72.5 11.5 75.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 15.0 15.0 25.0 14.0
Pedestrian Calls (#/hr) 2 2 3 23
Act Effct Green (s) 16.5 16.5 8.8 8.5 94.8 8.1 90.2
Actuated g/C Ratio 0.12 0.12 0.06 0.06 0.68 0.06 0.64
v/c Ratio 0.70 0.22 0.42 0.99 0.60 0.33 0.78
Control Delay (s/veh) 76.6 2.1 37.7 131.9 7.9 71.1 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0
Total Delay (s/veh) 76.6 2.1 37.7 131.9 8.1 71.1 23.3

LOS E A D F A E C
Approach Delay (s/veh) 53.5 37.8 16.6 24.2
Approach LOS D D B C
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 135
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay (s/veh): 22.9 Intersection LOS: C Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Moraga Rd & Ascot Dr/Shopping Ctr 319
HCM 7th Edition TWSC-Pedestrians
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 1066.69
Level of Service F
Average Dissatisfaction Prob 0.841
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.95
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 1069.23
Avg Ped Delay (s) 1066.69
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 4082.20
Level of Service F
Average Dissatisfaction Prob 0.842
Crossing Level of Service F
Crosswalk
Length (ft) 56
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1397
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 19.00
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 4084.76
Avg Ped Delay (s) 4082.20
320
HCM 7th TWSC
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Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 31 794 17 27 842
Future Vol, veh/h 17 31 794 17 27 842
Conflicting Peds, #/hr 0 0 0 3 3 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 31 57 1461 31 50 1549
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3127 1479 0 0 1495 0
Stage 1 1479 - - - - -
Stage 2 1648 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver ~ 12 154 - - 449 -
Stage 1 209 - - - - -
Stage 2 172 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 11 154 - - 448 -
Mov Cap-2 Maneuver 85 - - - - -
Stage 1 208 - - - - -
Stage 2 153 - - - - -
Approach WB NB SB
HCM Control Delay, s/v91.84 0 0.44

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 120 448 -
HCM Lane V/C Ratio - - 0.737 0.111 -
HCM Control Delay (s/veh) - - 91.8 14 -
HCM Lane LOS - - F B -
HCM 95th %tile Q(veh) - - 4.1 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 321
HCM 7th Edition TWSC-Pedestrians
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Approach
Approach Direction NB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 2586.81
Level of Service F
Average Dissatisfaction Prob 0.859
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1636
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 2589.00
Avg Ped Delay (s) 2586.81
Approach
Approach Direction SB
Median Present? No
Marked Crosswalk? No
RRFB? No
K-Factor 0.08
Approach Delay(s) 2586.81
Level of Service F
Average Dissatisfaction Prob 0.859
Crossing Level of Service F
Crosswalk
Length (ft) 44
Lanes Crossed 2
Veh Vol Crossed (veh/h) 1636
Yield Rate(%) 0
Ped Platooning No
Critical Headway (s) 15.57
Prob of Blocked Lane 0.97
Prob of Delayed Crossing 1.00
Delay for adq Gap (s) 2589.00
Avg Ped Delay (s) 2586.81
322
SimTraffic Simulation Summary
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Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 2:50 2:50 2:50 2:50 2:50 2:50
End Time 4:00 4:00 4:00 4:00 4:00 4:00
Total Time (min) 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1
Vehs Entered 3320 3322 3260 3230 3301 3288
Vehs Exited 3318 3328 3256 3231 3271 3281
Starting Vehs 115 132 108 116 115 115
Ending Vehs 117 126 112 115 145 124
Travel Distance (mi) 1665 1667 1609 1624 1663 1645
Travel Time (hr) 193.9 225.9 136.7 178.7 217.5 190.5
Total Delay (hr) 136.1 167.8 80.7 122.3 159.6 133.3
Total Stops 4304 4358 4033 4088 4248 4206
Fuel Used (gal) 89.3 96.7 74.7 84.4 94.0 87.8
Interval #0 Information Seeding
Start Time 2:50
End Time 3:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 3:00
End Time 4:00
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3320 3322 3260 3230 3301 3288
Vehs Exited 3318 3328 3256 3231 3271 3281
Starting Vehs 115 132 108 116 115 115
Ending Vehs 117 126 112 115 145 124
Travel Distance (mi) 1665 1667 1609 1624 1663 1645
Travel Time (hr) 193.9 225.9 136.7 178.7 217.5 190.5
Total Delay (hr) 136.1 167.8 80.7 122.3 159.6 133.3
Total Stops 4304 4358 4033 4088 4248 4206
Fuel Used (gal) 89.3 96.7 74.7 84.4 94.0 87.8
323
SimTraffic Performance Report
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4: Moraga Rd & Corliss Dr Performance by movement
7: Moraga Rd & Draeger Dr Performance by movement
12: Moraga Rd & Donald Dr Performance by movement
15: Moraga Rd & Ascot Dr/Shopping Ctr Performance by movement Total Network Performance
324
Queuing and Blocking Report
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Intersection: 4: Moraga Rd & Corliss Dr
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 161 125 199 228 552 300
Average Queue (ft) 111 31 40 174 238 73
95th Queue (ft) 180 92 115 273 492 237
Link Distance (ft) 142 202 767
Upstream Blk Time (%) 7 0 0 8
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 75 100 200
Storage Blk Time (%) 27 0 0 13 9
Queuing Penalty (veh) 9 1 1 4 20
Intersection: 7: Moraga Rd & Draeger Dr
Movement WB NB SB SB B5 B5
Directions Served LR TR L T T
Maximum Queue (ft) 144 18 63 95 11 11
Average Queue (ft) 88 1 24 4 1 1
95th Queue (ft) 165 10 56 46 12 10
Link Distance (ft) 128 767 1049 226 226
Upstream Blk Time (%) 27
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 2 0
Intersection: 12: Moraga Rd & Donald Dr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 188 55 52 187 355 224 165 429 426
Average Queue (ft) 95 28 13 64 146 133 46 372 344
95th Queue (ft) 169 54 40 130 290 227 156 487 497
Link Distance (ft) 196 196 145 226 390 390
Upstream Blk Time (%) 1 1 1 7 2
Queuing Penalty (veh) 0 13 0 50 16
Storage Bay Dist (ft) 125 150 100
Storage Blk Time (%) 1 7 4 0 48
Queuing Penalty (veh) 19 52 30 0 6
325
Queuing and Blocking Report
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Movement EB EB WB NB NB NB SB SB SB
Directions Served LT R LTR L T TR L T TR
Maximum Queue (ft) 125 76 71 183 306 322 160 359 360
Average Queue (ft) 95 31 39 84 101 115 74 324 320
95th Queue (ft) 137 61 74 161 221 238 189 361 383
Link Distance (ft) 101 101 56 390 390 306 306
Upstream Blk Time (%) 18 0 12 0 0 71 62
Queuing Penalty (veh) 0 0 0 0 0 0 0
Storage Bay Dist (ft) 140 100
Storage Blk Time (%) 6 2 1 62
Queuing Penalty (veh) 35 2 10 17
Network Summary
Network wide Queuing Penalty: 287
326
Actuated Signals, Observed Splits
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Intersection: 4: Moraga Rd & Corliss Dr
Phase 2 4 5 6
Movement(s) Served NBT EBL NBL SBT
Maximum Green (s) 88.5 32.5 5.5 78.5
Minimum Green (s) 5.0 5.0 5.0 5.0
Recall Min None None Min
Avg. Green (s) 0.9 15.7 5.5 -4.6
g/C Ratio NA NA NA NA
Cycles Skipped (%) 0 0 44 0
Cycles @ Minimum (%) 0 0 0 0
Cycles Maxed Out (%) 36 0 50 47
Cycles with Peds (%) 0 6 0 6
Controller Summary
Average Cycle Length (s): -11.9
Number of Complete Cycles : 36
Intersection: 12: Moraga Rd & Donald Dr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 5.0 76.0 18.0 8.5 72.5 23.0
Minimum Green (s) 5.0 5.0 5.0 5.0 5.0 5.0
Recall None C-Max None None C-Max None
Avg. Green (s) 5.3 1.9 13.6 8.2 -5.9 13.8
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 63 0 0 8 0 56
Cycles @ Minimum (%) 38 0 0 0 0 0
Cycles Maxed Out (%) 38 100 21 71 100 0
Cycles with Peds (%) 0 13 0 0 32 28
Controller Summary
Average Cycle Length (s): -17.3
Number of Complete Cycles : 25
327
Actuated Signals, Observed Splits
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Intersection: 15: Moraga Rd & Ascot Dr/Shopping Ctr
Phase 1 2 4 5 6 8
Movement(s) Served SBL NBT EBTL NBL SBT WBTL
Maximum Green (s) 11.5 72.5 21.5 8.5 75.5 16.5
Minimum Green (s) 5.0 5.0 5.0 5.0 5.0 5.0
Recall None C-Max None None C-Max None
Avg. Green (s) 8.0 -4.1 15.5 8.8 -8.7 11.7
g/C Ratio NA NA NA NA NA NA
Cycles Skipped (%) 42 0 4 4 0 46
Cycles @ Minimum (%) 0 0 0 0 0 0
Cycles Maxed Out (%) 0 100 13 96 100 4
Cycles with Peds (%) 0 4 0 0 67 8
Controller Summary
Average Cycle Length (s): -17.3
Number of Complete Cycles : 25
328
DEPARTMENT REPORTS: 9C
To: Honorable Mayor and Councilmembers
From: Town Attorney Performance Review Ad Hoc Council Committee (Mayor Kerry Hillis & Councilmember Lisa Maglio)
Subject: First Amendment to Agreement for Town Attorney Services Between the Town of Moraga and Burke, Williams & Sorensen, LLP
Meeting Date: February 25, 2026

TOWN OF MORAGA STAFF REPORT

RECOMMENDATION
Adopt a resolution authorizing and approving a First Amendment to Agreement for Town Attorney Services between the Town of Moraga and Burke, Williams & Sorensen, LLP; and authorizing the Town Mayor to execute the First Amendment.

BACKGROUND
Michelle Marchetta Kenyon has served as the Town Attorney for the Town of Moraga since 1996. Initially, Ms. Kenyon provided Town Attorney services through the prior law firm of McDonough Holland & Allen PC (“MHA”). However, in 2010, Ms. Kenyon joined Burke Williams & Sorensen, LLP ("Burke" or "Firm") and Burke and Michelle Kenyon have continued to provide Town Attorney services since that time pursuant to the August 30, 2010 Agreement for Town Attorney Services between the Town and Burke. Burke has not raised its rates for general counsel services since 2010.

DISCUSSION
Burke has been in existence since 1927 and was one of the select number of private law firms to have originated the specialized practice of public law in California. Burke is a full-service law firm providing public entities with a full range of legal, advisory, transactional and litigation services. The Firm's practice is organized into six practice groups: Public Law; Labor and Employment; Litigation; Environmental and Natural Resources; Real Estate and Business, and Education. The Firm’s attorneys currently serve clients from 10 regional offices located in Inland Empire, Los Angeles, Marin County, Oakland, Orange County, Palm Desert, San Diego, San Francisco, Silicon Valley and Ventura County.

Recognizing that public entities exist in a legal environment which is both diverse and 329
complex, Burke's Public Law Practice Group contains a number of specialized inter-divisions, allowing many of its attorneys to focus their attention in a particular area of public law in addition to maintaining general public law expertise. This enables Burke's attorneys to quickly draw upon the experience of an in-house expert for assistance with a wide range of legal problems that may confront its public law clients.

The Firm’s public law attorneys specialize in issues including, but not limited to, the following:
water/wastewater, planning, land use, CEQA, labor and employment, police, fire, parks and community services, engineering, public works, solid waste, sewer and wastewater treatment, real estate, property acquisition, eminent domain, inverse condemnation, trial and appellate litigation. The Firm also specializes in representing public agencies in construction disputes having some of the pre-eminent legal experts in advice and litigation (including trials) surrounding bid protests, construction management, design defects, surety issues, change orders, extra work and delay claims. In addition, Burke has an outstanding record in representing public employers in all areas of employment law including labor relations, administrative hearings, arbitrations, investigation, training and personnel litigation.

Because Burke is focused primarily on public agency representation, it understands the tremendous fiscal pressures that are facing cities and towns throughout the State, in particular those which are facing the Town of Moraga. Accordingly, when Ms. Kenyon joined Burke in 2010, the Agreement for Town Attorney services recommended proposed rates of $240 per hour for work performed by Michelle Marchetta Kenyon, an amount not to exceed $225 for work performed by other shareholders and senior associates and an amount not to exceed $195 per hour for work performed by junior associates for general counsel services. These rates have not changed, and have stayed the same for over 15 years.

Due to ever increasing costs since 2010, Burke is now requesting a 10% rate adjustment for general counsel services in order to maintain the highest standard of legal services for the Town. Burke is proposing to amend the rates for general counsel services as follows: $265 per hour for work performed by Michelle Marchetta Kenyon, an amount not to exceed $248 per hour for work performed by other partners and senior associates and an amount not to exceed $215 per hour for work performed by junior associates.

These proposed rate increases are comparable and in some instances lower than rates being charged in the neighboring jurisdictions of Orinda and Lafayette. Orinda’s rates for general legal services are $244 - $359 per hour depending on the level of attorney and Lafayette’s charges a flat retainer for general legal services equating to $26,605/month.

For “Special Legal Services” (such as litigation), the proposed amendment would require the Town Attorney to provide the Town Manager with an updated list of Specialty Service rates each year.

Please note that this request has been reviewed by the Town Manager and he concurs that the request is reasonable.

FISCAL IMPACT
The Town Attorney’s Office adopted budget for FY 2025-2026 and FY 2026-2027 is $359,000 for each fiscal year. Based on the actual expenditures through the first seven months of FY 2025-2026, it is anticipated that year-end expenditures for this office will be well below the 330
total $359,000 budget appropriation authority.

With a 10% increase to the firm’s general counsel services billable hourly rate, it is possible that this will result in a total annual cost increase of up to $30,000. Even at this amount, the total cost to the General Fund is anticipated to remain under the $359,000 appropriation included in the adopted budget for both FY 2025-2026 and F 2026-2027.

As a result, the General Fund Budget does not need to be amended for either fiscal year.

There is sufficient budget authority in both fiscal years to absorb the proposed 10% general counsel services hourly rate adjustment.

CEQA COMPLIANCE
Approval of the proposed First Amendment to Agreement for Town Attorney Services is not subject to review under the California Environmental Quality Act (California Public Resources Code §§ 21000, et seq., "CEQA") and CEQA Guidelines (Title 14 California Code of Regulations §§ 15000, et seq.), because it constitutes an organizational or administrative activity that will not result in direct or indirect physical changes in the environment.

ALTERNATIVES

1. Make revisions to the proposed First Amendment to the Agreement.

2. Not approve the proposed First Amendment to the Agreement and provide direction to staff.

NEXT STEPS
Upon approval by Town Council, the amended Agreement will go into effect upon adoption of the proposed resolution.

ATTACHMENTS
Attachment A - Resolution Approving First Amendment to Agreement for Town Attorney Services.docx
Attachment B - First Amendment to Agreement for Town Attorney Services.docx 331
Attachment A
Resolution No. XX-2026 1 ____________, 2026
4910-7251-0817 v3

TOWN OF MORAGA

TOWN COUNCIL
RESOLUTION NO. xx-2026

APPROVING AND AUTHORIZING THE FIRST AMENDMENT TO

AGREEMENT FOR TOWN ATTORNEY SERVICES BETWEEN
TOWN OF MORAGA AND BURKE, WILLIAMS & SORENSEN, LLP; AND

AUTHORIZING THE TOWN MAYOR TO EXECUTE THE FIRST AMENDMENT WHEREAS, the Town of Moraga ("Town") has retained Burke, Williams & Sorensen, LLP (“Burke”) to provide legal services pursuant to the Agreement for Town Attorney Services dated August 30, 2010 (the “Agreement”); WHEREAS, the Town desires to enter into a First Amendment to the Agreement to amend the amount of compensation paid to Burke for general Town Attorney services.

NOW, THEREFORE, BE IT RESOLVED that the Town Council of the Town of Moraga hereby approves this First Amendment to Agreement for Town Attorney Services in substantially the same form attached hereto as “Exhibit A," and authorizes the Mayor to execute the same.

PASSED AND ADOPTED by the Town Council of the Town of Moraga at a regular meeting held on February 25, 2026, by the following vote:

AYES:

NOES:

ABSTAIN:

ABSENT:
____________________________
Kerry Hillis, Mayor
ATTEST:
______________________
Melisa Melcher Acting Town Clerk
332
Attachment A
Resolution No. XX-2026 2 ____________, 2026
4910-7251-0817 v3

EXHIBIT A
First Amendment to Agreement for Town Attorney Services between the Town of Moraga and Burke, Williams & Sorensen, LLP
333
Attachment B
4900-1860-6735 v2 1

FIRST AMENDMENT TO AGREEMENT FOR TOWN ATTORNEY SERVICES

BETWEEN TOWN OF MORAGA AND BURKE, WILLIAMS & SORENSEN, LLP THIS FIRST AMENDMENT to Agreement for Town Attorney Services is made and entered into by and between the Town of Moraga, a municipal corporation (hereinafter “Town”), and Burke, Williams & Sorensen, LLP, a Limited Liability Partnership (hereinafter “Burke”), and shall be effective as of ________.

RECITALS
WHEREAS, Town has retained Burke to provide legal services pursuant to the Agreement for Town Attorney Services dated August 30, 2010 (the “Agreement”); and WHEREAS, Town desires to continue retention of Burke and Burke desires to continue providing legal services to Town; and
WHEREAS, Town and Burke desire to adjust the amount of compensation paid by Town to Burke for general Town Attorney services;
NOW, THEREFORE, Town and Burke agree as follows below.

AGREEMENT

1. Section 3.A. of the Agreement is hereby amended to read in its entirety as follows:

A. For general counsel services which shall include attendance at Town Council meetings; rendition of legal advice; preparation of ordinances, resolutions, contracts and other legal documents; and preparation of formal written opinions, Town shall pay to Burke $265 per hour for work performed by Michelle Marchetta Kenyon, an amount not to exceed $248 per hour for work performed by other Partners and Senior Associates and an amount not to exceed $215 per hour for work performed by Junior Associates, together with a 4% surcharge on the total amount of each invoice to cover routine costs such as postage, routine copying, telephone and similar items which will not be billed separately. The hourly rate for general counsel services shall be increased annually on January 1 in an amount equal to the Consumer Price Index increase for the Metropolitan San Francisco Bay Area.

2. For Section 3.B. of the Agreement, is hereby amended to read in its entirety to read as follows:

For additional services rendered in connection with preparation, prosecution and defense of litigation and/or formal adjudicative or investigative proceedings, as well as for services rendered in connection with specialized real estate or personnel legal services (“Special Legal Services”), the Town shall be billed by Burke at the standard public agency hourly rate established by Burke and as changed from time to time by Burke, together with a 4% surcharge to cover 334
Attachment B
4900-1860-6735 v2 2
routine costs such as postage, routine copying, telephone and similar items which will not be separately billed. On or about January 1st of each year, the Town Attorney shall provide the Town Manager with an updated list of Special Legal Service rates for Burke attorneys and will notify the Town Manager when any new attorney works on Special Legal Services matters.

3. Except as specifically modified in this Amendment, all remaining terms and conditions of the Agreement shall remain in full force and effect. (remainer of this page intentionally blank)
335
Attachment B
4900-1860-6735 v2 3
This First Amendment to Agreement shall be effective as of the date first above written.

TOWN OF MORAGA
By:

Kerry Hillis, Mayor
ATTEST:

Melisa Melcher Deputy Town Clerk

BURKE, WILLIAMS & SORENSEN, LLP
By:

Michelle Marchetta Kenyon
336

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