Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 5 10 5 5 130 10 250 5 96 265 5
Future Vol, veh/h 10 5 10 5 5 130 10 250 5 96 265 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 11 5 11 5 5 141 11 272 5 104 288 5
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 9 9.5 11.1 13.3
HCM LOSA A B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 4% 40% 4% 26%
Vol Thru, % 94% 20% 4% 72%
Vol Right, % 2% 40% 93% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 265 25 140 366
LT Vol 10 10 5 96
Through Vol 250 5 5 265
RT Vol 5 10 130 5
Lane Flow Rate 288 27 152 398
Geometry Grp 1111
Degree of Util (X) 0.391 0.044 0.213 0.531
Departure Headway (Hd) 4.886 5.776 5.043 4.807
Convergence, Y/N Yes Yes Yes Yes
Cap 729 624 703 744
Service Time 2.969 3.776 3.137 2.883
HCM Lane V/C Ratio 0.395 0.043 0.216 0.535
HCM Control Delay, s/veh 11.1 9 9.5 13.3
HCM Lane LOS BAAB
HCM 95th-tile Q 1.9 0.1 0.8 3.2
Appendix O
Cumulative With Project Conditions
Synchro Version 12 - Input Data
PM Peak Hour
Highland Pointe Project
Waterford, CA
Lanes, Volumes, Timings Cumulative WIth Project
1: Hickman Rd/F Street & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 356 165 123 271 65 195 197 140 120 194 80 Future Volume (vph) 90 356 165 123 271 65 195 197 140 120 194 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 250 0 165 165 175 175
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.953 0.971 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 3203 0 1736 3245 0 1736 1827 1553 1736 1827 1553 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1736 3203 0 1736 3245 0 1736 1827 1553 1736 1827 1553 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 62 25 152 95
Link Speed (mph) 50 50 35 35
Link Distance (ft) 597 497 1852 980
Travel Time (s) 8.1 6.8 36.1 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 9% 4% 4% 9% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 98 387 179 134 295 71 212 214 152 130 211 87 Shared Lane Traffic (%)
Lane Group Flow (vph) 98 566 0 134 366 0 212 214 152 130 211 87 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) 12 12 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 12 12 121121
Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20
Detector 1 Type Cl+Ex 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 0.0 Detector 1 Queue (s) 0.0 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 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
Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Lanes, Volumes, Timings Cumulative WIth Project
1: Hickman Rd/F Street & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 84
Detector Phase 5 2 1 6 3 8 8 7 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 36.5 9.5 39.5 9.5 41.5 41.5 9.5 41.5 41.5 Total Split (s) 14.0 36.5 18.5 41.0 23.0 46.0 46.0 19.0 41.5 41.5 Total Split (%) 11.7% 30.4% 15.4% 34.2% 19.2% 38.3% 38.3% 15.8% 34.6% 34.6% Maximum Green (s) 9.5 32.0 14.0 36.5 18.5 41.5 41.5 14.5 37.0 37.0 Yellow Time (s) 3.5 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 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 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 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes 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 3.0 Recall Mode None Max None Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 25.0 28.0 30.0 30.0 30.0 30.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 9.1 34.1 12.0 37.0 16.2 23.0 23.0 11.9 18.7 18.7 Actuated g/C Ratio 0.09 0.34 0.12 0.37 0.16 0.23 0.23 0.12 0.19 0.19 v/c Ratio 0.62 0.50 0.64 0.30 0.75 0.51 0.32 0.63 0.62 0.24 Control Delay (s/veh) 63.8 26.9 58.4 23.3 58.3 37.2 6.6 57.5 44.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 63.8 26.9 58.4 23.3 58.3 37.2 6.6 57.5 44.7 7.3
LOS EC EC EDAEDA
Approach Delay (s/veh) 32.3 32.7 36.9 41.0
Approach LOS CCDD
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 99.2
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay (s/veh): 35.3 Intersection LOS: D Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: Hickman Rd/F Street & Yosemite Blvd (SR 132) Phasings Cumulative WIth Project
1: Hickman Rd/F Street & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 8 4
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 36.5 9.5 39.5 9.5 41.5 41.5 9.5 41.5 41.5 Total Split (s) 14.0 36.5 18.5 41.0 23.0 46.0 46.0 19.0 41.5 41.5 Total Split (%) 11.7% 30.4% 15.4% 34.2% 19.2% 38.3% 38.3% 15.8% 34.6% 34.6% Maximum Green (s) 9.5 32.0 14.0 36.5 18.5 41.5 41.5 14.5 37.0 37.0 Yellow Time (s) 3.5 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 1.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes 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 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 25.0 28.0 30.0 30.0 30.0 30.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
90th %ile Green (s) 9.5 32.0 14.0 36.5 18.5 41.0 41.0 14.5 37.0 37.0 90th %ile Term Code Max MaxR Max MaxR Max Hold Hold Max Ped Ped 70th %ile Green (s) 9.5 32.0 14.0 36.5 18.5 23.1 23.1 14.5 19.1 19.1 70th %ile Term Code Max MaxR Max MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 9.5 33.0 13.0 36.5 17.9 21.9 21.9 12.5 16.5 16.5 50th %ile Term Code Max Hold Gap MaxR Gap Hold Hold Gap Gap Gap 30th %ile Green (s) 9.5 35.0 11.0 36.5 15.1 18.5 18.5 10.6 14.0 14.0 30th %ile Term Code Max Hold Gap MaxR Gap Hold Hold Gap Gap Gap 10th %ile Green (s) 7.3 35.6 8.2 36.5 11.4 13.9 13.9 7.9 10.4 10.4 10th %ile Term Code Gap Hold Gap MaxR Gap Hold Hold Gap Gap Gap Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.2
Control Type: Actuated-Uncoordinated
90th %ile Actuated Cycle: 119.5
70th %ile Actuated Cycle: 101.6
50th %ile Actuated Cycle: 98.4
30th %ile Actuated Cycle: 93.1
10th %ile Actuated Cycle: 83.6
Queues Cumulative WIth Project
1: Hickman Rd/F Street & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 98 566 134 366 212 214 152 130 211 87 v/c Ratio 0.62 0.50 0.64 0.30 0.75 0.51 0.32 0.63 0.62 0.24 Control Delay (s/veh) 63.8 26.9 58.4 23.3 58.3 37.2 6.6 57.5 44.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 63.8 26.9 58.4 23.3 58.3 37.2 6.6 57.5 44.7 7.3 Queue Length 50th (ft) 60 131 80 77 125 119 0 78 126 0
Queue Length 95th (ft) #159 243 #182 151 #280 189 45 164 197 33 Internal Link Dist (ft) 517 417 1772 900
Turn Bay Length (ft) 150 250 165 165 175 175
Base Capacity (vph) 168 1142 248 1225 328 774 745 257 699 653 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.58 0.50 0.54 0.30 0.65 0.28 0.20 0.51 0.30 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Lanes, Volumes, Timings Cumulative WIth Project
2: Baker St/Tin Bell Road & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 141 465 10 5 360 10 5 5 10 5 5 94
Future Volume (vph) 141 465 10 5 360 10 5 5 10 5 5 94
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.997 0.996 0.929 0.877
Flt Protected 0.950 0.950 0.988 0.998
Satd. Flow (prot) 1736 1740 0 1736 1738 0 0 1677 0 0 1599 0 Flt Permitted 0.950 0.950 0.988 0.998
Satd. Flow (perm) 1736 1740 0 1736 1738 0 0 1677 0 0 1599 0 Link Speed (mph) 50 50 30 30
Link Distance (ft) 497 2819 975 1700
Travel Time (s) 6.8 38.4 22.2 38.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 9% 4% 4% 9% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 153 505 11 5 391 11 5 5 11 5 5 102
Shared Lane Traffic (%)
Lane Group Flow (vph) 153 516 0 5 402 0 0 21 0 0 112 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) 12 12 0 0
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
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings Cumulative WIth Project
3: F Street & Bentley Street PM Peak Hour
Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 7 10 39 12 29 15 185 152 35 345 10 Future Volume (vph) 10 7 10 39 12 29 15 185 152 35 345 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 115 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. 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 Frt 0.950 0.950 0.932 0.996
Flt Protected 0.982 0.976 0.950 0.950
Satd. Flow (prot) 0 1704 0 0 1694 0 1736 1703 0 1736 1820 0 Flt Permitted 0.982 0.976 0.950 0.950
Satd. Flow (perm) 0 1704 0 0 1694 0 1736 1703 0 1736 1820 0 Link Speed (mph) 30 30 35 35
Link Distance (ft) 985 537 980 866
Travel Time (s) 22.4 12.2 19.1 16.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 11 8 11 42 13 32 16 201 165 38 375 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 30 0 0 87 0 16 366 0 38 386 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
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings Cumulative WIth Project
4: Tin Bell Road & Bentley Street PM Peak Hour
Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 15 5 10 5 5 10 136 10 5 89 49
Future Volume (vph) 106 15 5 10 5 5 10 136 10 5 89 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.995 0.968 0.991 0.954
Flt Protected 0.959 0.974 0.997 0.998
Satd. Flow (prot) 0 1743 0 0 1722 0 0 1805 0 0 1739 0
Flt Permitted 0.959 0.974 0.997 0.998
Satd. Flow (perm) 0 1743 0 0 1722 0 0 1805 0 0 1739 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 642 1675 1700 1950
Travel Time (s) 14.6 38.1 38.6 44.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 115 16 5 11 5 5 11 148 11 5 97 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 136 0 0 21 0 0 170 0 0 155 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 0 0
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
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings Cumulative WIth Project
5: Tin Bell Road & Vineyard Road PM Peak Hour
Synchro 12 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 93 63 100 147 100 50
Future Volume (vph) 93 63 100 147 100 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.946 0.920
Flt Protected 0.971 0.968
Satd. Flow (prot) 1678 0 1681 0 0 1768
Flt Permitted 0.971 0.968
Satd. Flow (perm) 1678 0 1681 0 0 1768
Link Speed (mph) 25 30 30
Link Distance (ft) 2421 1950 1290
Travel Time (s) 66.0 44.3 29.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 101 68 109 160 109 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 169 0 269 0 0 163
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 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings Cumulative WIth Project
6: Tin Bell Road & El Pomar Ave PM Peak Hour
Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 5 140 5 5 5 133 25 5 5 5 5
Future Volume (vph) 5 5 140 5 5 5 133 25 5 5 5 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.873 0.955 0.996 0.955
Flt Protected 0.998 0.984 0.961 0.984
Satd. Flow (prot) 0 1592 0 0 1717 0 0 1749 0 0 1717 0
Flt Permitted 0.998 0.984 0.961 0.984
Satd. Flow (perm) 0 1592 0 0 1717 0 0 1749 0 0 1717 0
Link Speed (mph) 40 40 30 30
Link Distance (ft) 5060 2589 1290 1092
Travel Time (s) 86.3 44.1 29.3 24.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 5 5 152 5 5 5 145 27 5 5 5 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 162 0 0 15 0 0 177 0 0 15 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 0 0
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
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings Cumulative WIth Project
7: Oakdale-Waterford Hwy & El Pomar Ave PM Peak Hour
Synchro 12 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 5 10 10 10 123 15 200 5 140 360 5 Future Volume (vph) 10 5 10 10 10 123 15 200 5 140 360 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.945 0.884 0.997 0.999
Flt Protected 0.980 0.996 0.997 0.986
Satd. Flow (prot) 0 1692 0 0 1609 0 0 1816 0 0 1800 0
Flt Permitted 0.980 0.996 0.997 0.986
Satd. Flow (perm) 0 1692 0 0 1609 0 0 1816 0 0 1800 0
Link Speed (mph) 40 40 40 40
Link Distance (ft) 903 5060 1103 841
Travel Time (s) 15.4 86.3 18.8 14.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 11 5 11 11 11 134 16 217 5 152 391 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 27 0 0 156 0 0 238 0 0 548 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 0 0
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
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15
Appendix P
Cumulative With Project Conditions
Synchro Version 12 – Analysis
PM Peak Hour
Highland Pointe Project
Waterford, CA
HCM 7th Signalized Intersection Summary Cumulative WIth Project 1: Hickman Rd/F Street & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 356 165 123 271 65 195 197 140 120 194 80 Future Volume (veh/h) 90 356 165 123 271 65 195 197 140 120 194 80 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1767 1841 1841 1767 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 98 387 179 134 295 71 212 214 152 130 211 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 9 4 4 9 4 4 4 4 4 4 4
Cap, veh/h 125 898 410 168 1145 271 252 369 313 163 276 234 Arrive On Green 0.07 0.40 0.40 0.10 0.43 0.43 0.14 0.20 0.20 0.09 0.15 0.15 Sat Flow, veh/h 1753 2239 1022 1753 2692 638 1753 1841 1560 1753 1841 1560 Grp Volume(v), veh/h 98 289 277 134 182 184 212 214 152 130 211 87 Grp Sat Flow(s),veh/h/ln 1753 1678 1583 1753 1678 1652 1753 1841 1560 1753 1841 1560 Q Serve(g_s), s 4.7 10.7 10.9 6.4 6.0 6.2 10.1 9.0 7.4 6.2 9.4 4.3 Cycle Q Clear(g_c), s 4.7 10.7 10.9 6.4 6.0 6.2 10.1 9.0 7.4 6.2 9.4 4.3 Prop In Lane 1.00 0.65 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 673 634 168 714 702 252 369 313 163 276 234 V/C Ratio(X) 0.79 0.43 0.44 0.80 0.26 0.26 0.84 0.58 0.49 0.80 0.76 0.37 Avail Cap(c_a), veh/h 194 673 634 286 714 702 378 890 754 296 794 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 18.6 18.7 38.0 15.9 15.9 35.8 31.0 30.4 38.1 35.0 32.8 Incr Delay (d2), s/veh 10.6 2.0 2.2 8.4 0.9 0.9 10.3 1.4 1.2 8.5 4.4 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 4.0 3.9 3.0 2.2 2.2 4.9 4.0 2.8 3.0 4.4 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.8 20.6 20.9 46.5 16.8 16.9 46.1 32.5 31.6 46.6 39.4 33.8 LnGrp LOS DCCDBBDCCDDC
Approach Vol, veh/h 664 500 578 428
Approach Delay, s/veh 25.0 24.8 37.2 40.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.7 38.9 16.8 17.4 10.6 41.0 12.5 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.0 32.0 18.5 37.0 9.5 36.5 14.5 41.5 Max Q Clear Time (g_c+I1), s 8.4 12.9 12.1 11.4 6.7 8.2 8.2 11.0 Green Ext Time (p_c), s 0.1 2.9 0.3 1.4 0.0 1.9 0.1 1.7 Intersection Summary
HCM 7th Control Delay, s/veh 31.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
HCM 7th TWSC Cumulative WIth Project
2: Baker St/Tin Bell Road & Yosemite Blvd (SR 132) PM Peak Hour Synchro 12 Report
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 141 465 10 5 360 10 5 5 10 5 5 94
Future Vol, veh/h 141 465 10 5 360 10 5 5 10 5 5 94
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 0 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 9 4 4 9 4 4 4 4 4 4 4
Mvmt Flow 153 505 11 5 391 11 5 5 11 5 5 102
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 402 0 0 516 0 0 1222 1230 511 1222 1230 397 Stage 1 - - - - - - 817 817 - 408 408 -
Stage 2 - - - - - - 405 413 - 815 823 -
Critical Hdwy 4.14 - - 4.14 - - 7.14 6.54 6.24 7.14 6.54 6.24 Critical Hdwy Stg 1 - - - - - - 6.14 5.54 - 6.14 5.54 - Critical Hdwy Stg 2 - - - - - - 6.14 5.54 - 6.14 5.54 - Follow-up Hdwy 2.236 - - 2.236 - - 3.536 4.036 3.336 3.536 4.036 3.336 Pot Cap-1 Maneuver 1146 - - 1039 - - 155 176 559 155 176 648 Stage 1 - - - - - - 367 387 - 616 593 -
Stage 2 - - - - - - 619 590 - 369 385 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1146 - - 1039 - - 109 152 559 127 152 648 Mov Cap-2 Maneuver - - - - - - 109 152 - 127 152 -
Stage 1 - - - - - - 318 335 - 613 590 -
Stage 2 - - - - - - 514 587 - 308 333 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.97 0.11 24.46 14.84
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 207 1146 - - 1039 - - 478
HCM Lane V/C Ratio 0.105 0.134 - - 0.005 - - 0.236
HCM Ctrl Dly (s/v) 24.5 8.6 - - 8.5 - - 14.8
HCM Lane LOS C A - - A - - B
HCM 95th %tile Q(veh) 0.3 0.5 - - 0 - - 0.9
HCM 7th AWSC Cumulative WIth Project
3: F Street & Bentley Street PM Peak Hour
Synchro 12 Report
Intersection
Intersection Delay, s/veh 12.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 7 10 39 12 29 15 185 152 35 345 10 Future Vol, veh/h 10 7 10 39 12 29 15 185 152 35 345 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 11 8 11 42 13 32 16 201 165 38 375 11
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay, s/veh 9.3 9.8 12.6 13.9
HCM LOSA A B B
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 37% 49% 100% 0%
Vol Thru, % 0% 55% 26% 15% 0% 97%
Vol Right, % 0% 45% 37% 36% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 15 337 27 80 35 355
LT Vol 15 0 10 39 35 0
Through Vol 0 185 7 12 0 345
RT Vol 0 152 10 29 0 10
Lane Flow Rate 16 366 29 87 38 386
Geometry Grp 552255
Degree of Util (X) 0.026 0.506 0.049 0.141 0.061 0.558
Departure Headway (Hd) 5.792 4.971 5.969 5.851 5.728 5.205 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 614 718 603 617 621 687
Service Time 3.57 2.748 3.972 3.851 3.505 2.981
HCM Lane V/C Ratio 0.026 0.51 0.048 0.141 0.061 0.562
HCM Control Delay, s/veh 8.7 12.8 9.3 9.8 8.9 14.4
HCM Lane LOS ABAAAB
HCM 95th-tile Q 0.1 2.9 0.2 0.5 0.2 3.5
HCM 7th AWSC Cumulative WIth Project
4: Tin Bell Road & Bentley Street PM Peak Hour
Synchro 12 Report
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 106 15 5 10 5 5 10 136 10 5 89 49
Future Vol, veh/h 106 15 5 10 5 5 10 136 10 5 89 49
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 115 16 5 11 5 5 11 148 11 5 97 53
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 9 8 8.7 8.4
HCM LOSA A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 84% 50% 3%
Vol Thru, % 87% 12% 25% 62%
Vol Right, % 6% 4% 25% 34%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 156 126 20 143
LT Vol 10 106 10 5
Through Vol 136 15 5 89
RT Vol 10 5 5 49
Lane Flow Rate 170 137 22 155
Geometry Grp 1 1 1 1
Degree of Util (X) 0.212 0.185 0.029 0.188
Departure Headway (Hd) 4.51 4.87 4.83 4.358
Convergence, Y/N Yes Yes Yes Yes
Cap 797 737 740 824
Service Time 2.533 2.901 2.868 2.382
HCM Lane V/C Ratio 0.213 0.186 0.03 0.188
HCM Control Delay, s/veh 8.7 9 8 8.4
HCM Lane LOS AAAA
HCM 95th-tile Q 0.8 0.7 0.1 0.7
HCM 7th TWSC Cumulative WIth Project
5: Tin Bell Road & Vineyard Road PM Peak Hour
Synchro 12 Report
Intersection
Int Delay, s/veh 5.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 93 63 100 147 100 50
Future Vol, veh/h 93 63 100 147 100 50
Conflicting Peds, #/hr 0 0 0 0 0 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 92 92 92 92 92 92
Heavy Vehicles, % 4 4 4 4 4 4
Mvmt Flow 101 68 109 160 109 54
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 460 189 0 0 268 0
Stage 1 189 -----
Stage 2 272 -----
Critical Hdwy 6.44 6.24 - - 4.14 -
Critical Hdwy Stg 1 5.44 - - - - -
Critical Hdwy Stg 2 5.44 - - - - -
Follow-up Hdwy 3.536 3.336 - - 2.236 -
Pot Cap-1 Maneuver 555 848 - - 1284 -
Stage 1 839 -----
Stage 2 769 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 507 848 - - 1284 -
Mov Cap-2 Maneuver 507 -----
Stage 1 839 -----
Stage 2 702 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 13.25 0 5.38
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 605 1200 -
HCM Lane V/C Ratio - - 0.28 0.085 -
HCM Ctrl Dly (s/v) - - 13.2 8.1 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 1.1 0.3 -
HCM 7th TWSC Cumulative WIth Project
6: Tin Bell Road & El Pomar Ave PM Peak Hour
Synchro 12 Report
Intersection
Int Delay, s/veh 7.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 5 140 5 5 5 133 25 5 5 5 5
Future Vol, veh/h 5 5 140 5 5 5 133 25 5 5 5 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 5 5 152 5 5 5 145 27 5 5 5 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 338 341 8 338 341 30 11 0 0 33 0 0 Stage 1 19 19 - 319 319 -------
Stage 2 319 322 - 19 22 -------
Critical Hdwy 7.14 6.54 6.24 7.14 6.54 6.24 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.14 5.54 - 6.14 5.54 - - - - - - - Critical Hdwy Stg 2 6.14 5.54 - 6.14 5.54 - - - - - - - Follow-up Hdwy 3.536 4.036 3.336 3.536 4.036 3.336 2.236 - - 2.236 - - Pot Cap-1 Maneuver 612 578 1068 612 578 1039 1595 - - 1567 - - Stage 1 995 876 - 688 649 -------
Stage 2 688 648 - 995 873 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 545 523 1068 470 523 1039 1595 - - 1567 - - Mov Cap-2 Maneuver 545 523 - 470 523 -------
Stage 1 991 872 - 625 589 -------
Stage 2 616 588 - 845 870 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.29 11.17 6.1 2.44
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1421 - - 1001 600 545 - -
HCM Lane V/C Ratio 0.091 - - 0.163 0.027 0.003 - -
HCM Ctrl Dly (s/v) 7.5 0 - 9.3 11.2 7.3 0 -
HCM Lane LOS A A - ABAA -
HCM 95th %tile Q(veh) 0.3 - - 0.6 0.1 0 - -
HCM 7th AWSC Cumulative WIth Project
7: Oakdale-Waterford Hwy & El Pomar Ave PM Peak Hour
Synchro 12 Report
Intersection
Intersection Delay, s/veh 16.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 5 10 10 10 123 15 200 5 140 360 5 Future Vol, veh/h 10 5 10 10 10 123 15 200 5 140 360 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 11 5 11 11 11 134 16 217 5 152 391 5
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 9.4 10.2 11 20.9
HCM LOSA B B C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 7% 40% 7% 28%
Vol Thru, % 91% 20% 7% 71%
Vol Right, % 2% 40% 86% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 220 25 143 505
LT Vol 15 10 10 140
Through Vol 200 5 10 360
RT Vol 5 10 123 5
Lane Flow Rate 239 27 155 549
Geometry Grp 1111
Degree of Util (X) 0.346 0.046 0.235 0.747
Departure Headway (Hd) 5.204 6.086 5.453 4.896
Convergence, Y/N Yes Yes Yes Yes
Cap 691 587 657 741
Service Time 3.233 4.136 3.493 2.896
HCM Lane V/C Ratio 0.346 0.046 0.236 0.741
HCM Control Delay, s/veh 11 9.4 10.2 20.9
HCM Lane LOS B A B C
HCM 95th-tile Q 1.5 0.1 0.9 6.8