Page 1
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 356 2 64 0 0 0 0 44 15 39 66 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 379 2 68 0 0 0 0 47 16 41 70 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 177 216 35 242 208 31 70 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 177 216 35 242 208 31 70 63
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 50 100 93 100 100 100 100 97
cM capacity (veh/h) 753 662 1030 631 669 1036 1528 1538
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 379 70 31 32 41 35 35
Volume Left 379 0 0 0 41 0 0
Volume Right 0 68 0 16 0 0 0
cSH 753 1013 1700 1700 1538 1700 1700
Volume to Capacity 0.50 0.07 0.02 0.02 0.03 0.02 0.02
Queue Length 95th (ft) 71 6 0 0 2 0 0
Control Delay (s) 14.5 8.8 0.0 0.0 7.4 0.0 0.0
Lane LOS B A A
Approach Delay (s) 13.6 0.0 2.8
Approach LOS B
Intersection Summary
Average Delay 10.3
Intersection Capacity Utilization 36.4% ICU Level of Service A
Analysis Period (min) 15
Page 2
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 37 3 462 20 380 0 0 68 33
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
Hourly flow rate (vph) 0 0 0 45 4 557 24 458 0 0 82 40
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 917 588 41 547 628 229 122 458
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 917 588 41 547 628 229 122 458
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 89 99 28 98 100
cM capacity (veh/h) 62 413 1021 415 392 774 1463 1099
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 46 558 24 229 229 41 41 40
Volume Left 45 0 24 0 0 0 0 0
Volume Right 0 557 0 0 0 0 0 40
cSH 414 771 1463 1700 1700 1700 1700 1700
Volume to Capacity 0.11 0.72 0.02 0.13 0.13 0.02 0.02 0.02
Queue Length 95th (ft) 9 159 1 0 0 0 0 0
Control Delay (s) 14.8 20.9 7.5 0.0 0.0 0.0 0.0 0.0
Lane LOS B C A
Approach Delay (s) 20.4 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 10.4
Intersection Capacity Utilization 36.4% ICU Level of Service A
Analysis Period (min) 15
Page 3
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 244 455 48 98 82 60
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 287 535 56 115 96 71
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 173 1225 115
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 173 1225 115
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 80 39 92
cM capacity (veh/h) 1403 157 937
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 287 535 172 167
Volume Left 287 0 0 96
Volume Right 0 0 115 71
cSH 1403 1700 1700 272
Volume to Capacity 0.20 0.31 0.10 0.61
Queue Length 95th (ft) 19 0 0 93
Control Delay (s) 8.2 0.0 0.0 37.9
Lane LOS A E
Approach Delay (s) 2.9 0.0 37.9
Approach LOS E
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 36.8% ICU Level of Service A
Analysis Period (min) 15
Page 4
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 283 254 65 129 17 9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 333 299 76 152 20 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 632 787 482
vC1, stage 1 conf vol 482
vC2, stage 2 conf vol 305
vCu, unblocked vol 632 787 482
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 92 94 98
cM capacity (veh/h) 951 334 584
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 632 76 152 20 11
Volume Left 0 76 0 20 0
Volume Right 299 0 0 0 11
cSH 1700 951 1700 334 584
Volume to Capacity 0.37 0.08 0.09 0.06 0.02
Queue Length 95th (ft) 0 7 0 5 1
Control Delay (s) 0.0 9.1 0.0 16.5 11.3
Lane LOS A C B
Approach Delay (s) 0.0 3.1 14.7
Approach LOS B
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 47.4% ICU Level of Service A
Analysis Period (min) 15
Page 5
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.98 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1807 1602
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1807 1602
Volume (vph) 217 75 9 2 39 185
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 249 86 10 2 45 213
RTOR Reduction (vph) 0 0 2 0 95 0
Lane Group Flow (vph) 249 86 10 0 163 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.3 15.4 2.6 29.0
Effective Green, g (s) 8.8 15.9 3.1 29.5
Actuated g/C Ratio 0.16 0.30 0.06 0.55
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 292 555 105 885
v/s Ratio Prot c0.14 c0.05 0.01 c0.10
v/s Ratio Perm
v/c Ratio 0.85 0.15 0.10 0.18
Uniform Delay, d1 21.7 13.8 23.8 6.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 20.0 0.0 0.1 0.5
Delay (s) 41.7 13.9 24.0 6.4
Level of Service D B C A
Approach Delay (s) 34.5 24.0 6.4
Approach LOS C C A
Intersection Summary
HCM Average Control Delay 22.3 HCM Level of Service C
HCM Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 53.4 Sum of lost time (s) 8.0
Intersection Capacity Utilization 46.2% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 6
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 3 1 2 393 15 61 1 53 98 0 0 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 4 1 3 524 20 81 1 71 131 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 101 46 1121 1202 177 1417 1163 61
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 101 46 1121 1202 177 1417 1163 61
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 65 99 39 82 100 100 100
cM capacity (veh/h) 1491 1507 126 116 744 32 122 1005
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 8 524 101 72 131
Volume Left 4 524 0 1 0
Volume Right 3 0 81 0 131
cSH 1491 1507 1700 116 744
Volume to Capacity 0.00 0.35 0.06 0.62 0.18
Queue Length 95th (ft) 0 39 0 78 16
Control Delay (s) 3.7 8.7 0.0 77.0 10.9
Lane LOS A A F B
Approach Delay (s) 3.7 7.3 34.3
Approach LOS D
Intersection Summary
Average Delay 13.8
Intersection Capacity Utilization 48.3% ICU Level of Service A
Analysis Period (min) 15
Page 7
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 50 90 284 250 201 296
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 57 102 323 284 228 336
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 57 102 323 284 228 336
Volume Left (vph) 57 0 0 0 228 0
Volume Right (vph) 0 0 0 284 0 336
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.6 7.1 6.5 5.7 7.0 5.8
Degree Utilization, x 0.12 0.20 0.58 0.45 0.44 0.54
Capacity (veh/h) 446 480 542 607 488 589
Control Delay (s) 10.4 10.6 16.7 12.2 14.3 14.3
Approach Delay (s) 10.5 14.6 14.3
Approach LOS B B B
Intersection Summary
Delay 14.0
HCM Level of Service B
Intersection Capacity Utilization 39.9% ICU Level of Service A
Analysis Period (min) 15
Page 8
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1849 1583 1770 1851 1666 1478 1859 1583
Flt Permitted 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1849 1583 1770 1851 1666 1478 1859 1583
Volume (vph) 2 10 296 117 21 1 547 84 196 3 75 7
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 2 11 325 129 23 1 601 92 215 3 82 8
RTOR Reduction (vph) 0 0 138 0 1 0 0 0 65 0 0 7
Lane Group Flow (vph) 0 13 187 129 23 0 0 693 150 0 85 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 1.2 51.5 13.2 13.2 50.3 13.2 8.8 8.8
Effective Green, g (s) 1.2 51.5 13.2 13.2 50.3 13.2 8.8 8.8
Actuated g/C Ratio 0.01 0.58 0.15 0.15 0.56 0.15 0.10 0.10
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 982 261 273 936 218 183 156
v/s Ratio Prot 0.01 c0.11 0.07 0.01 c0.42 c0.10 c0.05
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.52 0.19 0.49 0.08 0.74 0.69 0.46 0.01
Uniform Delay, d1 43.9 9.1 35.1 32.9 14.7 36.2 38.1 36.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.1 0.1 1.5 0.1 3.2 8.7 1.9 0.0
Delay (s) 62.0 9.2 36.6 33.1 17.9 44.9 40.0 36.4
Level of Service E A D C B D D D
Approach Delay (s) 11.2 36.0 24.3 39.7
Approach LOS B D C D
Intersection Summary
HCM Average Control Delay 23.5 HCM Level of Service C
HCM Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 89.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 63.1% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 9
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1683 1770 1604 1676 1765 1500 1743 1822
Flt Permitted 0.87 0.73 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1483 1360 1604 1676 1765 1500 1743 1822
Volume (vph) 12 3 23 76 12 151 26 664 30 24 442 22
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 13 3 25 84 13 166 29 730 33 26 486 24
RTOR Reduction (vph) 0 21 0 0 139 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 20 0 84 40 0 29 730 20 26 508 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 7.7 7.7 7.7 0.5 26.6 26.6 0.5 26.6
Effective Green, g (s) 7.7 7.7 7.7 0.5 26.6 26.6 0.5 26.6
Actuated g/C Ratio 0.16 0.16 0.16 0.01 0.57 0.57 0.01 0.57
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 244 224 264 18 1003 853 19 1036
v/s Ratio Prot 0.03 c0.02 c0.41 0.01 0.28
v/s Ratio Perm 0.01 c0.06 0.01
v/c Ratio 0.08 0.38 0.15 1.61 0.73 0.02 1.37 0.49
Uniform Delay, d1 16.6 17.4 16.8 23.1 7.4 4.4 23.1 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.1 0.3 439.8 2.7 0.0 338.3 0.4
Delay (s) 16.7 18.5 17.0 463.0 10.1 4.4 361.4 6.4
Level of Service B B B F B A F A
Approach Delay (s) 16.7 17.5 26.4 23.6
Approach LOS B B C C
Intersection Summary
HCM Average Control Delay 23.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 46.8 Sum of lost time (s) 12.0
Intersection Capacity Utilization 56.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 10
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 71 2 15 0 0 0 0 78 35 308 27 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 82 2 17 0 0 0 0 90 40 354 31 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 784 869 16 852 849 65 31 130
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 784 869 16 852 849 65 31 130
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 65 99 98 100 100 100 100 76
cM capacity (veh/h) 230 218 1060 201 224 986 1580 1453
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 82 20 60 70 354 16 16
Volume Left 82 0 0 0 354 0 0
Volume Right 0 17 0 40 0 0 0
cSH 230 729 1700 1700 1453 1700 1700
Volume to Capacity 0.35 0.03 0.04 0.04 0.24 0.01 0.01
Queue Length 95th (ft) 38 2 0 0 24 0 0
Control Delay (s) 29.0 10.1 0.0 0.0 8.3 0.0 0.0
Lane LOS D B A
Approach Delay (s) 25.3 0.0 7.6
Approach LOS D
Intersection Summary
Average Delay 8.9
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Page 11
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 8 1 102 62 87 0 0 327 299
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 0 0 0 9 1 116 70 99 0 0 372 340
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 678 611 186 426 951 49 711 99
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 678 611 186 426 951 49 711 99
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 98 100 89 92 100
cM capacity (veh/h) 280 375 825 481 238 1008 884 1492
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 10 116 70 49 49 186 186 340
Volume Left 9 0 70 0 0 0 0 0
Volume Right 0 116 0 0 0 0 0 340
cSH 454 993 884 1700 1700 1700 1700 1700
Volume to Capacity 0.02 0.12 0.08 0.03 0.03 0.11 0.11 0.20
Queue Length 95th (ft) 2 10 6 0 0 0 0 0
Control Delay (s) 13.1 9.1 9.4 0.0 0.0 0.0 0.0 0.0
Lane LOS B A A
Approach Delay (s) 9.4 3.9 0.0
Approach LOS A
Intersection Summary
Average Delay 1.8
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Page 12
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 116 105 395 125 129 247
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 136 124 465 147 152 291
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 612 935 538
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 612 935 538
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 86 40 46
cM capacity (veh/h) 967 253 543
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 136 124 612 442
Volume Left 136 0 0 152
Volume Right 0 0 147 291
cSH 967 1700 1700 738
Volume to Capacity 0.14 0.07 0.36 0.60
Queue Length 95th (ft) 12 0 0 101
Control Delay (s) 9.3 0.0 0.0 25.7
Lane LOS A D
Approach Delay (s) 4.9 0.0 25.7
Approach LOS D
Intersection Summary
Average Delay 9.6
Intersection Capacity Utilization 52.0% ICU Level of Service A
Analysis Period (min) 15
Page 13
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 207 27 13 292 228 54
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 259 34 16 365 285 68
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 292 673 276
vC1, stage 1 conf vol 276
vC2, stage 2 conf vol 398
vCu, unblocked vol 292 673 276
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 99 26 91
cM capacity (veh/h) 1269 383 763
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 292 16 365 285 68
Volume Left 0 16 0 285 0
Volume Right 34 0 0 0 68
cSH 1700 1269 1700 383 763
Volume to Capacity 0.17 0.01 0.21 0.74 0.09
Queue Length 95th (ft) 0 1 0 147 7
Control Delay (s) 0.0 7.9 0.0 37.2 10.2
Lane LOS A E B
Approach Delay (s) 0.0 0.3 32.0
Approach LOS D
Intersection Summary
Average Delay 11.1
Intersection Capacity Utilization 34.7% ICU Level of Service A
Analysis Period (min) 15
Page 14
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.87
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1863 1785 1578
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1863 1785 1578
Volume (vph) 227 34 56 18 14 249
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 258 39 64 20 16 283
RTOR Reduction (vph) 0 0 18 0 136 0
Lane Group Flow (vph) 258 39 66 0 163 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.1 18.6 6.0 28.8
Effective Green, g (s) 8.6 19.1 6.5 29.3
Actuated g/C Ratio 0.15 0.34 0.12 0.52
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 270 631 206 820
v/s Ratio Prot c0.15 0.02 c0.04 c0.10
v/s Ratio Perm
v/c Ratio 0.96 0.06 0.32 0.20
Uniform Delay, d1 23.7 12.6 22.9 7.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 42.0 0.0 0.3 0.5
Delay (s) 65.8 12.6 23.3 7.8
Level of Service E B C A
Approach Delay (s) 58.8 23.3 7.8
Approach LOS E C A
Intersection Summary
HCM Average Control Delay 32.0 HCM Level of Service C
HCM Volume to Capacity ratio 0.36
Actuated Cycle Length (s) 56.4 Sum of lost time (s) 12.0
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 15
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 2 3 1 195 1 68 0 63 345 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 2 3 1 203 1 71 0 66 359 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 72 98 509 580 239 984 545 36
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 72 98 509 580 239 984 545 36
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 85 100 80 45 100 100 100
cM capacity (veh/h) 1528 1378 365 334 651 64 350 1036
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 6 203 72 66 359
Volume Left 2 203 0 0 0
Volume Right 1 0 71 0 359
cSH 1528 1378 1700 334 651
Volume to Capacity 0.00 0.15 0.04 0.20 0.55
Queue Length 95th (ft) 0 13 0 18 85
Control Delay (s) 2.5 8.1 0.0 18.4 17.1
Lane LOS A A C C
Approach Delay (s) 2.5 6.0 17.3
Approach LOS C
Intersection Summary
Average Delay 12.8
Intersection Capacity Utilization 47.9% ICU Level of Service A
Analysis Period (min) 15
Page 16
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 171 226 165 247 315 109
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 186 246 179 268 342 118
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 186 246 179 268 342 118
Volume Left (vph) 186 0 0 0 342 0
Volume Right (vph) 0 0 0 268 0 118
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.3 6.8 6.9 6.2 7.3 6.1
Degree Utilization, x 0.38 0.47 0.34 0.46 0.70 0.20
Capacity (veh/h) 469 507 501 561 474 557
Control Delay (s) 13.6 14.5 12.2 13.1 24.4 9.5
Approach Delay (s) 14.1 12.7 20.6
Approach LOS B B C
Intersection Summary
Delay 15.9
HCM Level of Service C
Intersection Capacity Utilization 45.6% ICU Level of Service A
Analysis Period (min) 15
Page 17
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.96 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1831 1583 1770 1793 1675 1478 1862 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1831 1583 1770 1793 1675 1478 1862 1583
Volume (vph) 23 42 545 211 29 10 420 134 284 2 160 22
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 23 43 556 215 30 10 429 137 290 2 163 22
RTOR Reduction (vph) 0 0 180 0 8 0 0 0 128 0 0 19
Lane Group Flow (vph) 0 66 376 215 32 0 0 566 162 0 165 3
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Effective Green, g (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Actuated g/C Ratio 0.06 0.48 0.18 0.18 0.41 0.18 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 119 837 323 327 690 270 248 211
v/s Ratio Prot 0.04 c0.19 c0.12 0.02 c0.34 0.11 c0.09
v/s Ratio Perm 0.05 0.00
v/c Ratio 0.55 0.45 0.67 0.10 0.82 0.60 0.67 0.01
Uniform Delay, d1 35.0 13.5 29.4 26.3 20.2 29.0 31.8 29.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 0.4 5.1 0.1 7.7 3.8 6.6 0.0
Delay (s) 40.5 13.8 34.5 26.4 27.9 32.7 38.4 29.1
Level of Service D B C C C C D C
Approach Delay (s) 16.7 33.2 29.5 37.3
Approach LOS B C C D
Intersection Summary
HCM Average Control Delay 26.6 HCM Level of Service C
HCM Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 68.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 18
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Conditions
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1599 1676 1765 1500 1743 1827
Flt Permitted 0.86 0.91 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1458 1696 1599 1676 1765 1500 1743 1827
Volume (vph) 19 1 43 100 10 165 22 654 46 59 834 23
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 20 1 45 104 10 172 23 681 48 61 869 24
RTOR Reduction (vph) 0 38 0 0 146 0 0 0 19 0 1 0
Lane Group Flow (vph) 0 28 0 104 36 0 23 681 29 61 892 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.2 8.2 8.2 1.1 31.4 31.4 2.4 32.7
Effective Green, g (s) 8.2 8.2 8.2 1.1 31.4 31.4 2.4 32.7
Actuated g/C Ratio 0.15 0.15 0.15 0.02 0.58 0.58 0.04 0.61
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 221 258 243 34 1026 872 77 1106
v/s Ratio Prot 0.02 0.01 0.39 c0.03 c0.49
v/s Ratio Perm 0.02 c0.06 0.02
v/c Ratio 0.13 0.40 0.15 0.68 0.66 0.03 0.79 0.81
Uniform Delay, d1 19.8 20.7 19.9 26.3 7.7 4.8 25.6 8.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.0 0.3 42.2 1.6 0.0 41.2 4.4
Delay (s) 20.1 21.7 20.2 68.5 9.3 4.8 66.8 12.6
Level of Service C C C E A A E B
Approach Delay (s) 20.1 20.7 10.9 16.1
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 14.9 HCM Level of Service B
HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 54.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 73.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 19
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 362 2 64 0 0 0 0 44 15 44 66 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 385 2 68 0 0 0 0 47 16 47 70 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 187 227 35 253 219 31 70 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 187 227 35 253 219 31 70 63
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 48 100 93 100 100 100 100 97
cM capacity (veh/h) 739 651 1030 619 658 1036 1528 1538
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 385 70 31 32 47 35 35
Volume Left 385 0 0 0 47 0 0
Volume Right 0 68 0 16 0 0 0
cSH 739 1012 1700 1700 1538 1700 1700
Volume to Capacity 0.52 0.07 0.02 0.02 0.03 0.02 0.02
Queue Length 95th (ft) 76 6 0 0 2 0 0
Control Delay (s) 15.1 8.8 0.0 0.0 7.4 0.0 0.0
Lane LOS C A A
Approach Delay (s) 14.1 0.0 3.0
Approach LOS B
Intersection Summary
Average Delay 10.7
Intersection Capacity Utilization 36.7% ICU Level of Service A
Analysis Period (min) 15
Page 20
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 37 3 469 20 386 0 0 73 37
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
Hourly flow rate (vph) 0 0 0 45 4 565 24 465 0 0 88 45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 936 601 44 557 646 233 133 465
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 936 601 44 557 646 233 133 465
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 89 99 27 98 100
cM capacity (veh/h) 57 406 1017 408 382 770 1450 1093
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 46 567 24 233 233 44 44 45
Volume Left 45 0 24 0 0 0 0 0
Volume Right 0 565 0 0 0 0 0 45
cSH 407 767 1450 1700 1700 1700 1700 1700
Volume to Capacity 0.11 0.74 0.02 0.14 0.14 0.03 0.03 0.03
Queue Length 95th (ft) 10 168 1 0 0 0 0 0
Control Delay (s) 15.0 21.7 7.5 0.0 0.0 0.0 0.0 0.0
Lane LOS B C A
Approach Delay (s) 21.2 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 10.7
Intersection Capacity Utilization 36.7% ICU Level of Service A
Analysis Period (min) 15
Page 21
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 244 468 57 100 85 60
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 287 551 67 118 100 71
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 186 1252 127
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 186 1252 127
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 79 34 92
cM capacity (veh/h) 1388 151 923
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 287 551 185 171
Volume Left 287 0 0 100
Volume Right 0 0 118 71
cSH 1388 1700 1700 257
Volume to Capacity 0.21 0.32 0.11 0.66
Queue Length 95th (ft) 19 0 0 106
Control Delay (s) 8.3 0.0 0.0 42.8
Lane LOS A E
Approach Delay (s) 2.8 0.0 42.8
Approach LOS E
Intersection Summary
Average Delay 8.1
Intersection Capacity Utilization 37.6% ICU Level of Service A
Analysis Period (min) 15
Page 22
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 299 254 65 140 17 9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 352 299 76 165 20 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 651 819 501
vC1, stage 1 conf vol 501
vC2, stage 2 conf vol 318
vCu, unblocked vol 651 819 501
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 92 94 98
cM capacity (veh/h) 936 325 570
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 651 76 165 20 11
Volume Left 0 76 0 20 0
Volume Right 299 0 0 0 11
cSH 1700 936 1700 325 570
Volume to Capacity 0.38 0.08 0.10 0.06 0.02
Queue Length 95th (ft) 0 7 0 5 1
Control Delay (s) 0.0 9.2 0.0 16.8 11.4
Lane LOS A C B
Approach Delay (s) 0.0 2.9 14.9
Approach LOS B
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 48.2% ICU Level of Service A
Analysis Period (min) 15
Page 23
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1785 1605
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1785 1605
Volume (vph) 217 91 20 6 43 185
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 249 105 23 7 49 213
RTOR Reduction (vph) 0 0 6 0 98 0
Lane Group Flow (vph) 249 105 24 0 164 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.2 16.9 4.2 29.1
Effective Green, g (s) 8.7 17.4 4.7 29.6
Actuated g/C Ratio 0.16 0.32 0.09 0.54
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 280 589 153 864
v/s Ratio Prot c0.14 c0.06 0.01 c0.10
v/s Ratio Perm
v/c Ratio 0.89 0.18 0.15 0.19
Uniform Delay, d1 22.7 13.6 23.3 6.5
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 26.4 0.1 0.2 0.5
Delay (s) 49.1 13.7 23.5 7.0
Level of Service D B C A
Approach Delay (s) 38.6 23.5 7.0
Approach LOS D C A
Intersection Summary
HCM Average Control Delay 25.1 HCM Level of Service C
HCM Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 55.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 46.2% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 24
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 3 1 2 397 15 61 1 53 102 0 0 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 4 1 3 529 20 81 1 71 136 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 101 46 1131 1213 177 1433 1173 61
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 101 46 1131 1213 177 1433 1173 61
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 65 99 38 82 100 100 100
cM capacity (veh/h) 1491 1507 123 114 744 30 120 1005
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 8 529 101 72 136
Volume Left 4 529 0 1 0
Volume Right 3 0 81 0 136
cSH 1491 1507 1700 114 744
Volume to Capacity 0.00 0.35 0.06 0.63 0.18
Queue Length 95th (ft) 0 40 0 80 17
Control Delay (s) 3.7 8.7 0.0 80.0 10.9
Lane LOS A A F B
Approach Delay (s) 3.7 7.3 34.8
Approach LOS D
Intersection Summary
Average Delay 14.0
Intersection Capacity Utilization 48.5% ICU Level of Service A
Analysis Period (min) 15
Page 25
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 52 92 286 250 201 298
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 59 105 325 284 228 339
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 59 105 325 284 228 339
Volume Left (vph) 59 0 0 0 228 0
Volume Right (vph) 0 0 0 284 0 339
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.6 7.1 6.5 5.8 7.0 5.8
Degree Utilization, x 0.12 0.21 0.58 0.45 0.45 0.55
Capacity (veh/h) 446 479 541 605 487 587
Control Delay (s) 10.5 10.7 17.0 12.3 14.4 14.5
Approach Delay (s) 10.6 14.8 14.4
Approach LOS B B B
Intersection Summary
Delay 14.1
HCM Level of Service B
Intersection Capacity Utilization 40.2% ICU Level of Service A
Analysis Period (min) 15
Page 26
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1849 1583 1770 1851 1666 1478 1859 1583
Flt Permitted 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1849 1583 1770 1851 1666 1478 1859 1583
Volume (vph) 2 10 298 117 21 1 549 84 196 3 75 7
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 2 11 327 129 23 1 603 92 215 3 82 8
RTOR Reduction (vph) 0 0 138 0 1 0 0 0 65 0 0 7
Lane Group Flow (vph) 0 13 189 129 23 0 0 695 150 0 85 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 1.2 51.9 13.2 13.2 50.7 13.2 8.9 8.9
Effective Green, g (s) 1.2 51.9 13.2 13.2 50.7 13.2 8.9 8.9
Actuated g/C Ratio 0.01 0.58 0.15 0.15 0.56 0.15 0.10 0.10
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 983 260 271 939 217 184 157
v/s Ratio Prot 0.01 c0.11 0.07 0.01 c0.42 c0.10 c0.05
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.52 0.19 0.50 0.09 0.74 0.69 0.46 0.01
Uniform Delay, d1 44.1 9.1 35.3 33.2 14.7 36.5 38.3 36.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.1 0.1 1.5 0.1 3.2 9.2 1.8 0.0
Delay (s) 62.2 9.2 36.8 33.3 17.9 45.6 40.1 36.6
Level of Service E A D C B D D D
Approach Delay (s) 11.2 36.3 24.4 39.8
Approach LOS B D C D
Intersection Summary
HCM Average Control Delay 23.6 HCM Level of Service C
HCM Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0
Intersection Capacity Utilization 63.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 27
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1683 1770 1604 1676 1765 1500 1743 1822
Flt Permitted 0.87 0.73 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1483 1360 1604 1676 1765 1500 1743 1822
Volume (vph) 12 3 23 76 12 151 26 666 30 24 444 22
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 13 3 25 84 13 166 29 732 33 26 488 24
RTOR Reduction (vph) 0 21 0 0 139 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 20 0 84 40 0 29 732 20 26 510 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 7.7 7.7 7.7 0.5 26.7 26.7 0.5 26.7
Effective Green, g (s) 7.7 7.7 7.7 0.5 26.7 26.7 0.5 26.7
Actuated g/C Ratio 0.16 0.16 0.16 0.01 0.57 0.57 0.01 0.57
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 243 223 263 18 1005 854 19 1037
v/s Ratio Prot 0.03 c0.02 c0.41 0.01 0.28
v/s Ratio Perm 0.01 c0.06 0.01
v/c Ratio 0.08 0.38 0.15 1.61 0.73 0.02 1.37 0.49
Uniform Delay, d1 16.6 17.5 16.8 23.2 7.4 4.4 23.2 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.1 0.3 439.8 2.7 0.0 338.3 0.4
Delay (s) 16.8 18.5 17.1 463.0 10.1 4.4 361.5 6.4
Level of Service B B B F B A F A
Approach Delay (s) 16.8 17.5 26.4 23.6
Approach LOS B B C C
Intersection Summary
HCM Average Control Delay 23.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 46.9 Sum of lost time (s) 12.0
Intersection Capacity Utilization 56.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 28
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 76 2 15 0 0 0 0 78 35 314 27 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 87 2 17 0 0 0 0 90 40 361 31 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 798 883 16 866 863 65 31 130
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 798 883 16 866 863 65 31 130
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 61 99 98 100 100 100 100 75
cM capacity (veh/h) 224 213 1060 195 219 986 1580 1453
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 87 20 60 70 361 16 16
Volume Left 87 0 0 0 361 0 0
Volume Right 0 17 0 40 0 0 0
cSH 224 722 1700 1700 1453 1700 1700
Volume to Capacity 0.39 0.03 0.04 0.04 0.25 0.01 0.01
Queue Length 95th (ft) 44 2 0 0 25 0 0
Control Delay (s) 31.0 10.1 0.0 0.0 8.3 0.0 0.0
Lane LOS D B A
Approach Delay (s) 27.2 0.0 7.6
Approach LOS D
Intersection Summary
Average Delay 9.4
Intersection Capacity Utilization 36.1% ICU Level of Service A
Analysis Period (min) 15
Page 29
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 8 1 108 62 92 0 0 333 305
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 0 0 0 9 1 123 70 105 0 0 378 347
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 695 624 189 435 970 52 725 105
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 695 624 189 435 970 52 725 105
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 98 100 88 92 100
cM capacity (veh/h) 270 368 821 474 231 1004 874 1485
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 10 123 70 52 52 189 189 347
Volume Left 9 0 70 0 0 0 0 0
Volume Right 0 123 0 0 0 0 0 347
cSH 446 989 874 1700 1700 1700 1700 1700
Volume to Capacity 0.02 0.12 0.08 0.03 0.03 0.11 0.11 0.20
Queue Length 95th (ft) 2 11 7 0 0 0 0 0
Control Delay (s) 13.2 9.2 9.5 0.0 0.0 0.0 0.0 0.0
Lane LOS B A A
Approach Delay (s) 9.5 3.8 0.0
Approach LOS A
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 36.1% ICU Level of Service A
Analysis Period (min) 15
Page 30
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 116 116 407 128 132 247
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 136 136 479 151 155 291
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 629 964 554
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 629 964 554
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 86 36 45
cM capacity (veh/h) 953 243 532
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 136 136 629 446
Volume Left 136 0 0 155
Volume Right 0 0 151 291
cSH 953 1700 1700 697
Volume to Capacity 0.14 0.08 0.37 0.64
Queue Length 95th (ft) 12 0 0 116
Control Delay (s) 9.4 0.0 0.0 27.7
Lane LOS A D
Approach Delay (s) 4.7 0.0 27.7
Approach LOS D
Intersection Summary
Average Delay 10.1
Intersection Capacity Utilization 52.9% ICU Level of Service A
Analysis Period (min) 15
Page 31
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 221 27 13 307 228 54
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 276 34 16 384 285 68
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 310 709 293
vC1, stage 1 conf vol 293
vC2, stage 2 conf vol 416
vCu, unblocked vol 310 709 293
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 99 23 91
cM capacity (veh/h) 1250 372 746
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 310 16 384 285 68
Volume Left 0 16 0 285 0
Volume Right 34 0 0 0 68
cSH 1700 1250 1700 372 746
Volume to Capacity 0.18 0.01 0.23 0.77 0.09
Queue Length 95th (ft) 0 1 0 156 7
Control Delay (s) 0.0 7.9 0.0 40.2 10.3
Lane LOS A E B
Approach Delay (s) 0.0 0.3 34.5
Approach LOS D
Intersection Summary
Average Delay 11.6
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Page 32
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.87
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1863 1786 1580
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1863 1786 1580
Volume (vph) 227 48 71 22 18 249
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 258 55 81 25 20 283
RTOR Reduction (vph) 0 0 21 0 142 0
Lane Group Flow (vph) 258 55 85 0 162 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 20.4 7.9 28.4
Effective Green, g (s) 8.5 20.9 8.4 28.9
Actuated g/C Ratio 0.15 0.36 0.15 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 260 674 260 790
v/s Ratio Prot c0.15 0.03 c0.05 c0.10
v/s Ratio Perm
v/c Ratio 0.99 0.08 0.33 0.20
Uniform Delay, d1 24.6 12.1 22.2 8.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 53.4 0.0 0.3 0.6
Delay (s) 78.0 12.2 22.4 8.6
Level of Service E B C A
Approach Delay (s) 66.4 22.4 8.6
Approach LOS E C A
Intersection Summary
HCM Average Control Delay 35.7 HCM Level of Service D
HCM Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 57.8 Sum of lost time (s) 12.0
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 33
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 2 3 1 199 1 68 0 63 349 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 2 3 1 207 1 71 0 66 364 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 72 98 517 588 239 996 553 36
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 72 98 517 588 239 996 553 36
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 85 100 80 44 100 100 100
cM capacity (veh/h) 1528 1378 359 329 651 62 345 1036
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 6 207 72 66 364
Volume Left 2 207 0 0 0
Volume Right 1 0 71 0 364
cSH 1528 1378 1700 329 651
Volume to Capacity 0.00 0.15 0.04 0.20 0.56
Queue Length 95th (ft) 0 13 0 18 87
Control Delay (s) 2.5 8.1 0.0 18.6 17.3
Lane LOS A A C C
Approach Delay (s) 2.5 6.0 17.5
Approach LOS C
Intersection Summary
Average Delay 12.9
Intersection Capacity Utilization 48.1% ICU Level of Service A
Analysis Period (min) 15
Page 34
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 173 228 167 247 315 111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 188 248 182 268 342 121
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 188 248 182 268 342 121
Volume Left (vph) 188 0 0 0 342 0
Volume Right (vph) 0 0 0 268 0 121
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.4 6.8 6.9 6.2 7.4 6.2
Degree Utilization, x 0.38 0.47 0.35 0.46 0.70 0.21
Capacity (veh/h) 469 506 500 560 473 556
Control Delay (s) 13.7 14.6 12.3 13.1 24.6 9.5
Approach Delay (s) 14.2 12.8 20.6
Approach LOS B B C
Intersection Summary
Delay 15.9
HCM Level of Service C
Intersection Capacity Utilization 45.8% ICU Level of Service A
Analysis Period (min) 15
Page 35
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.96 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1831 1583 1770 1793 1675 1478 1862 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1831 1583 1770 1793 1675 1478 1862 1583
Volume (vph) 23 42 547 211 29 10 422 134 284 2 160 22
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 23 43 558 215 30 10 431 137 290 2 163 22
RTOR Reduction (vph) 0 0 180 0 8 0 0 0 127 0 0 19
Lane Group Flow (vph) 0 66 378 215 32 0 0 568 163 0 165 3
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Effective Green, g (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Actuated g/C Ratio 0.06 0.48 0.18 0.18 0.41 0.18 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 119 837 323 327 690 270 248 211
v/s Ratio Prot 0.04 c0.19 c0.12 0.02 c0.34 0.11 c0.09
v/s Ratio Perm 0.05 0.00
v/c Ratio 0.55 0.45 0.67 0.10 0.82 0.60 0.67 0.01
Uniform Delay, d1 35.0 13.5 29.4 26.3 20.2 29.0 31.8 29.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 0.4 5.1 0.1 7.9 3.8 6.6 0.0
Delay (s) 40.5 13.9 34.5 26.4 28.1 32.8 38.4 29.1
Level of Service D B C C C C D C
Approach Delay (s) 16.7 33.2 29.7 37.3
Approach LOS B C C D
Intersection Summary
HCM Average Control Delay 26.7 HCM Level of Service C
HCM Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 69.0% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 36
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1599 1676 1765 1500 1743 1827
Flt Permitted 0.86 0.91 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1458 1695 1599 1676 1765 1500 1743 1827
Volume (vph) 19 1 43 100 10 165 22 656 46 59 836 23
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 20 1 45 104 10 172 23 683 48 61 871 24
RTOR Reduction (vph) 0 38 0 0 146 0 0 0 19 0 1 0
Lane Group Flow (vph) 0 28 0 104 36 0 23 683 29 61 894 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.2 8.2 8.2 1.1 31.5 31.5 2.4 32.8
Effective Green, g (s) 8.2 8.2 8.2 1.1 31.5 31.5 2.4 32.8
Actuated g/C Ratio 0.15 0.15 0.15 0.02 0.58 0.58 0.04 0.61
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 221 257 242 34 1028 873 77 1108
v/s Ratio Prot 0.02 0.01 0.39 c0.03 c0.49
v/s Ratio Perm 0.02 c0.06 0.02
v/c Ratio 0.13 0.40 0.15 0.68 0.66 0.03 0.79 0.81
Uniform Delay, d1 19.9 20.7 19.9 26.3 7.7 4.8 25.6 8.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.0 0.3 42.2 1.6 0.0 41.2 4.4
Delay (s) 20.1 21.8 20.2 68.5 9.3 4.8 66.8 12.6
Level of Service C C C E A A E B
Approach Delay (s) 20.1 20.8 10.9 16.1
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 14.9 HCM Level of Service B
HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 54.1 Sum of lost time (s) 8.0
Intersection Capacity Utilization 73.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 37
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 326 2 64 0 0 0 0 44 15 39 66 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 347 2 68 0 0 0 0 47 16 41 70 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 177 216 35 242 208 31 70 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 177 216 35 242 208 31 70 63
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 54 100 93 100 100 100 100 97
cM capacity (veh/h) 753 662 1030 631 669 1036 1528 1538
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 347 70 31 32 41 35 35
Volume Left 347 0 0 0 41 0 0
Volume Right 0 68 0 16 0 0 0
cSH 753 1013 1700 1700 1538 1700 1700
Volume to Capacity 0.46 0.07 0.02 0.02 0.03 0.02 0.02
Queue Length 95th (ft) 61 6 0 0 2 0 0
Control Delay (s) 13.8 8.8 0.0 0.0 7.4 0.0 0.0
Lane LOS B A A
Approach Delay (s) 13.0 0.0 2.8
Approach LOS B
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 34.7% ICU Level of Service A
Analysis Period (min) 15
Page 38
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 37 3 424 20 350 0 0 68 33
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
Hourly flow rate (vph) 0 0 0 45 4 511 24 422 0 0 82 40
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 854 552 41 511 592 211 122 422
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 854 552 41 511 592 211 122 422
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 90 99 36 98 100
cM capacity (veh/h) 88 433 1021 440 411 795 1463 1134
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 46 513 24 211 211 41 41 40
Volume Left 45 0 24 0 0 0 0 0
Volume Right 0 511 0 0 0 0 0 40
cSH 439 792 1463 1700 1700 1700 1700 1700
Volume to Capacity 0.11 0.65 0.02 0.12 0.12 0.02 0.02 0.02
Queue Length 95th (ft) 9 121 1 0 0 0 0 0
Control Delay (s) 14.2 17.5 7.5 0.0 0.0 0.0 0.0 0.0
Lane LOS B C A
Approach Delay (s) 17.2 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 8.7
Intersection Capacity Utilization 34.7% ICU Level of Service A
Analysis Period (min) 15
Page 39
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 244 387 48 98 82 60
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 287 455 56 115 96 71
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 173 1145 115
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 173 1145 115
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 80 45 92
cM capacity (veh/h) 1403 175 937
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 287 455 172 167
Volume Left 287 0 0 96
Volume Right 0 0 115 71
cSH 1403 1700 1700 304
Volume to Capacity 0.20 0.27 0.10 0.55
Queue Length 95th (ft) 19 0 0 78
Control Delay (s) 8.2 0.0 0.0 31.6
Lane LOS A D
Approach Delay (s) 3.2 0.0 31.6
Approach LOS D
Intersection Summary
Average Delay 7.1
Intersection Capacity Utilization 36.8% ICU Level of Service A
Analysis Period (min) 15
Page 40
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 283 186 133 129 17 9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 333 219 156 152 20 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 552 907 442
vC1, stage 1 conf vol 442
vC2, stage 2 conf vol 465
vCu, unblocked vol 552 907 442
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 85 93 98
cM capacity (veh/h) 1018 286 615
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 552 156 152 20 11
Volume Left 0 156 0 20 0
Volume Right 219 0 0 0 11
cSH 1700 1018 1700 286 615
Volume to Capacity 0.32 0.15 0.09 0.07 0.02
Queue Length 95th (ft) 0 14 0 6 1
Control Delay (s) 0.0 9.2 0.0 18.5 11.0
Lane LOS A C B
Approach Delay (s) 0.0 4.7 15.9
Approach LOS C
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 46.9% ICU Level of Service A
Analysis Period (min) 15
Page 41
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.92
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1836 1654
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1836 1654
Volume (vph) 60 232 227 20 25 35
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 69 267 261 23 29 40
RTOR Reduction (vph) 0 0 5 0 21 0
Lane Group Flow (vph) 69 267 279 0 48 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 4.3 20.4 11.6 26.9
Effective Green, g (s) 4.8 20.9 12.1 27.4
Actuated g/C Ratio 0.09 0.37 0.21 0.49
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 151 692 395 805
v/s Ratio Prot 0.04 c0.14 c0.15 c0.03
v/s Ratio Perm
v/c Ratio 0.46 0.39 0.71 0.06
Uniform Delay, d1 24.5 13.0 20.4 7.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.1 4.6 0.1
Delay (s) 25.3 13.1 25.1 7.8
Level of Service C B C A
Approach Delay (s) 15.6 25.1 7.8
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 18.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 56.3 Sum of lost time (s) 12.0
Intersection Capacity Utilization 50.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 42
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 3 1 2 461 15 61 1 53 98 0 0 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 4 1 3 615 20 81 1 71 131 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 101 46 1302 1383 177 1599 1344 61
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 101 46 1302 1383 177 1599 1344 61
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 59 98 14 82 100 100 100
cM capacity (veh/h) 1491 1507 88 82 744 12 86 1005
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 8 615 101 72 131
Volume Left 4 615 0 1 0
Volume Right 3 0 81 0 131
cSH 1491 1507 1700 82 744
Volume to Capacity 0.00 0.41 0.06 0.88 0.18
Queue Length 95th (ft) 0 51 0 115 16
Control Delay (s) 3.7 9.0 0.0 156.2 10.9
Lane LOS A A F B
Approach Delay (s) 3.7 7.7 62.5
Approach LOS F
Intersection Summary
Average Delay 19.7
Intersection Capacity Utilization 52.1% ICU Level of Service A
Analysis Period (min) 15
Page 43
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 50 90 318 250 201 330
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 57 102 361 284 228 375
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 57 102 361 284 228 375
Volume Left (vph) 57 0 0 0 228 0
Volume Right (vph) 0 0 0 284 0 375
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.8 7.3 6.6 5.9 7.1 5.9
Degree Utilization, x 0.12 0.21 0.66 0.46 0.45 0.62
Capacity (veh/h) 435 467 534 594 481 582
Control Delay (s) 10.6 10.9 20.3 12.6 14.7 16.8
Approach Delay (s) 10.8 16.9 16.0
Approach LOS B C C
Intersection Summary
Delay 15.8
HCM Level of Service C
Intersection Capacity Utilization 43.8% ICU Level of Service A
Analysis Period (min) 15
Page 44
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1849 1583 1770 1851 1665 1478 1859 1583
Flt Permitted 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1849 1583 1770 1851 1665 1478 1859 1583
Volume (vph) 2 10 296 117 21 1 581 84 196 3 75 7
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 2 11 325 129 23 1 638 92 215 3 82 8
RTOR Reduction (vph) 0 0 138 0 1 0 0 0 61 0 0 7
Lane Group Flow (vph) 0 13 187 129 23 0 0 730 154 0 85 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 1.2 52.2 13.4 13.4 51.0 13.4 8.9 8.9
Effective Green, g (s) 1.2 52.2 13.4 13.4 51.0 13.4 8.9 8.9
Actuated g/C Ratio 0.01 0.58 0.15 0.15 0.56 0.15 0.10 0.10
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 983 262 274 938 219 183 156
v/s Ratio Prot 0.01 c0.11 0.07 0.01 c0.44 c0.10 c0.05
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.52 0.19 0.49 0.08 0.78 0.70 0.46 0.01
Uniform Delay, d1 44.4 9.1 35.4 33.3 15.4 36.6 38.5 36.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.1 0.1 1.5 0.1 4.1 9.7 1.9 0.0
Delay (s) 62.5 9.2 36.9 33.4 19.5 46.4 40.4 36.8
Level of Service E A D C B D D D
Approach Delay (s) 11.3 36.3 25.6 40.1
Approach LOS B D C D
Intersection Summary
HCM Average Control Delay 24.4 HCM Level of Service C
HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 90.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 65.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 45
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1683 1770 1604 1676 1765 1500 1743 1822
Flt Permitted 0.87 0.73 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1487 1360 1604 1676 1765 1500 1743 1822
Volume (vph) 12 3 23 76 12 151 26 698 30 24 442 22
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 13 3 25 84 13 166 29 767 33 26 486 24
RTOR Reduction (vph) 0 21 0 0 139 0 0 0 12 0 2 0
Lane Group Flow (vph) 0 20 0 84 40 0 29 767 21 26 508 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.0 8.0 8.0 0.6 28.5 28.5 0.6 28.5
Effective Green, g (s) 8.0 8.0 8.0 0.6 28.5 28.5 0.6 28.5
Actuated g/C Ratio 0.16 0.16 0.16 0.01 0.58 0.58 0.01 0.58
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 242 222 261 20 1024 871 21 1058
v/s Ratio Prot 0.02 c0.02 c0.43 0.01 0.28
v/s Ratio Perm 0.01 c0.06 0.01
v/c Ratio 0.08 0.38 0.15 1.45 0.75 0.02 1.24 0.48
Uniform Delay, d1 17.4 18.3 17.6 24.2 7.6 4.4 24.2 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.1 0.3 363.9 3.0 0.0 278.6 0.3
Delay (s) 17.6 19.4 17.9 388.1 10.7 4.4 302.8 6.3
Level of Service B B B F B A F A
Approach Delay (s) 17.6 18.4 23.6 20.7
Approach LOS B B C C
Intersection Summary
HCM Average Control Delay 21.7 HCM Level of Service C
HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 49.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 58.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 46
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 71 2 15 0 0 0 0 78 35 270 27 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 82 2 17 0 0 0 0 90 40 310 31 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 697 782 16 764 761 65 31 130
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 697 782 16 764 761 65 31 130
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 70 99 98 100 100 100 100 79
cM capacity (veh/h) 274 255 1060 239 262 986 1580 1453
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 82 20 60 70 310 16 16
Volume Left 82 0 0 0 310 0 0
Volume Right 0 17 0 40 0 0 0
cSH 274 773 1700 1700 1453 1700 1700
Volume to Capacity 0.30 0.03 0.04 0.04 0.21 0.01 0.01
Queue Length 95th (ft) 30 2 0 0 20 0 0
Control Delay (s) 23.6 9.8 0.0 0.0 8.1 0.0 0.0
Lane LOS C A A
Approach Delay (s) 20.9 0.0 7.4
Approach LOS C
Intersection Summary
Average Delay 8.1
Intersection Capacity Utilization 33.2% ICU Level of Service A
Analysis Period (min) 15
Page 47
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 8 1 102 62 87 0 0 289 262
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 0 0 0 9 1 116 70 99 0 0 328 298
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 635 568 164 404 866 49 626 99
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 635 568 164 404 866 49 626 99
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 98 100 89 93 100
cM capacity (veh/h) 302 399 851 501 268 1008 951 1492
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 10 116 70 49 49 164 164 298
Volume Left 9 0 70 0 0 0 0 0
Volume Right 0 116 0 0 0 0 0 298
cSH 477 995 951 1700 1700 1700 1700 1700
Volume to Capacity 0.02 0.12 0.07 0.03 0.03 0.10 0.10 0.18
Queue Length 95th (ft) 2 10 6 0 0 0 0 0
Control Delay (s) 12.7 9.1 9.1 0.0 0.0 0.0 0.0 0.0
Lane LOS B A A
Approach Delay (s) 9.4 3.8 0.0
Approach LOS A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 33.2% ICU Level of Service A
Analysis Period (min) 15
Page 48
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 116 105 320 125 129 247
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 136 124 376 147 152 291
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 524 846 450
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 524 846 450
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 87 47 52
cM capacity (veh/h) 1043 289 609
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 136 124 524 442
Volume Left 136 0 0 152
Volume Right 0 0 147 291
cSH 1043 1700 1700 842
Volume to Capacity 0.13 0.07 0.31 0.53
Queue Length 95th (ft) 11 0 0 78
Control Delay (s) 9.0 0.0 0.0 21.1
Lane LOS A C
Approach Delay (s) 4.7 0.0 21.1
Approach LOS C
Intersection Summary
Average Delay 8.6
Intersection Capacity Utilization 48.0% ICU Level of Service A
Analysis Period (min) 15
Page 49
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 207 27 13 292 153 129
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 259 34 16 365 191 161
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked 0.92
vC, conflicting volume 292 673 276
vC1, stage 1 conf vol 276
vC2, stage 2 conf vol 398
vCu, unblocked vol 292 647 276
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 99 49 79
cM capacity (veh/h) 1269 373 763
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 292 16 365 191 161
Volume Left 0 16 0 191 0
Volume Right 34 0 0 0 161
cSH 1700 1269 1700 373 763
Volume to Capacity 0.17 0.01 0.21 0.51 0.21
Queue Length 95th (ft) 0 1 0 70 20
Control Delay (s) 0.0 7.9 0.0 24.3 11.0
Lane LOS A C B
Approach Delay (s) 0.0 0.3 18.2
Approach LOS C
Intersection Summary
Average Delay 6.4
Intersection Capacity Utilization 30.5% ICU Level of Service A
Analysis Period (min) 15
Page 50
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.91
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1829 1631
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1829 1631
Volume (vph) 30 306 215 25 40 90
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 34 348 244 28 45 102
RTOR Reduction (vph) 0 0 7 0 51 0
Lane Group Flow (vph) 34 348 265 0 96 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 2.6 18.0 10.9 26.2
Effective Green, g (s) 3.1 18.5 11.4 26.7
Actuated g/C Ratio 0.06 0.35 0.21 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 103 648 392 819
v/s Ratio Prot 0.02 c0.19 c0.14 c0.06
v/s Ratio Perm
v/c Ratio 0.33 0.54 0.68 0.12
Uniform Delay, d1 24.1 13.9 19.2 7.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.4 3.6 0.3
Delay (s) 24.7 14.3 22.8 7.3
Level of Service C B C A
Approach Delay (s) 15.3 22.8 7.3
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 16.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 53.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 51
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 2 3 1 195 1 68 0 63 420 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 2 3 1 203 1 71 0 66 438 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 72 98 509 580 239 1062 545 36
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 72 98 509 580 239 1062 545 36
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 85 100 80 33 100 100 100
cM capacity (veh/h) 1528 1378 365 334 651 42 350 1036
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 6 203 72 66 438
Volume Left 2 203 0 0 0
Volume Right 1 0 71 0 438
cSH 1528 1378 1700 334 651
Volume to Capacity 0.00 0.15 0.04 0.20 0.67
Queue Length 95th (ft) 0 13 0 18 129
Control Delay (s) 2.5 8.1 0.0 18.4 21.1
Lane LOS A A C C
Approach Delay (s) 2.5 6.0 20.8
Approach LOS C
Intersection Summary
Average Delay 15.4
Intersection Capacity Utilization 52.5% ICU Level of Service A
Analysis Period (min) 15
Page 52
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 209 263 165 247 315 109
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 227 286 179 268 342 118
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 227 286 179 268 342 118
Volume Left (vph) 227 0 0 0 342 0
Volume Right (vph) 0 0 0 268 0 118
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.4 6.9 7.0 6.3 7.5 6.3
Degree Utilization, x 0.47 0.55 0.35 0.47 0.72 0.21
Capacity (veh/h) 469 497 489 546 462 541
Control Delay (s) 15.5 16.7 12.6 13.7 26.2 9.8
Approach Delay (s) 16.2 13.2 21.9
Approach LOS C B C
Intersection Summary
Delay 17.1
HCM Level of Service C
Intersection Capacity Utilization 47.7% ICU Level of Service A
Analysis Period (min) 15
Page 53
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.96 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1831 1583 1770 1793 1675 1478 1862 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1831 1583 1770 1793 1675 1478 1862 1583
Volume (vph) 23 42 582 211 29 10 420 134 284 2 160 22
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 23 43 594 215 30 10 429 137 290 2 163 22
RTOR Reduction (vph) 0 0 180 0 8 0 0 0 128 0 0 19
Lane Group Flow (vph) 0 66 414 215 32 0 0 566 162 0 165 3
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Effective Green, g (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Actuated g/C Ratio 0.06 0.48 0.18 0.18 0.41 0.18 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 119 837 323 327 690 270 248 211
v/s Ratio Prot 0.04 c0.20 c0.12 0.02 c0.34 0.11 c0.09
v/s Ratio Perm 0.06 0.00
v/c Ratio 0.55 0.49 0.67 0.10 0.82 0.60 0.67 0.01
Uniform Delay, d1 35.0 13.8 29.4 26.3 20.2 29.0 31.8 29.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 0.5 5.1 0.1 7.7 3.8 6.6 0.0
Delay (s) 40.5 14.3 34.5 26.4 27.9 32.7 38.4 29.1
Level of Service D B C C C C D C
Approach Delay (s) 16.9 33.2 29.5 37.3
Approach LOS B C C D
Intersection Summary
HCM Average Control Delay 26.5 HCM Level of Service C
HCM Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 68.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 54
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1599 1676 1765 1500 1743 1828
Flt Permitted 0.86 0.89 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1458 1658 1599 1676 1765 1500 1743 1828
Volume (vph) 19 1 43 100 10 165 22 654 46 59 871 23
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 20 1 45 104 10 172 23 681 48 61 907 24
RTOR Reduction (vph) 0 38 0 0 147 0 0 0 18 0 1 0
Lane Group Flow (vph) 0 28 0 104 35 0 23 681 30 61 930 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.4 8.4 8.4 1.2 34.6 34.6 2.5 35.9
Effective Green, g (s) 8.4 8.4 8.4 1.2 34.6 34.6 2.5 35.9
Actuated g/C Ratio 0.15 0.15 0.15 0.02 0.60 0.60 0.04 0.62
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 213 242 234 35 1062 903 76 1141
v/s Ratio Prot 0.02 0.01 0.39 c0.03 c0.51
v/s Ratio Perm 0.02 c0.06 0.02
v/c Ratio 0.13 0.43 0.15 0.66 0.64 0.03 0.80 0.81
Uniform Delay, d1 21.4 22.4 21.4 27.9 7.4 4.7 27.3 8.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.2 0.3 36.6 1.3 0.0 43.8 4.6
Delay (s) 21.6 23.6 21.7 64.6 8.8 4.7 71.1 12.8
Level of Service C C C E A A E B
Approach Delay (s) 21.6 22.4 10.2 16.4
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 15.2 HCM Level of Service B
HCM Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 57.5 Sum of lost time (s) 8.0
Intersection Capacity Utilization 73.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 55
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 331 2 64 0 0 0 0 44 15 44 66 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 352 2 68 0 0 0 0 47 16 47 70 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 187 227 35 253 219 31 70 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 187 227 35 253 219 31 70 63
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 52 100 93 100 100 100 100 97
cM capacity (veh/h) 739 651 1030 619 658 1036 1528 1538
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 352 70 31 32 47 35 35
Volume Left 352 0 0 0 47 0 0
Volume Right 0 68 0 16 0 0 0
cSH 739 1012 1700 1700 1538 1700 1700
Volume to Capacity 0.48 0.07 0.02 0.02 0.03 0.02 0.02
Queue Length 95th (ft) 65 6 0 0 2 0 0
Control Delay (s) 14.2 8.8 0.0 0.0 7.4 0.0 0.0
Lane LOS B A A
Approach Delay (s) 13.3 0.0 3.0
Approach LOS B
Intersection Summary
Average Delay 9.9
Intersection Capacity Utilization 35.0% ICU Level of Service A
Analysis Period (min) 15
Page 56
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 37 3 430 20 355 0 0 73 37
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
Hourly flow rate (vph) 0 0 0 45 4 518 24 428 0 0 88 45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 870 564 44 520 608 214 133 428
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 870 564 44 520 608 214 133 428
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 90 99 35 98 100
cM capacity (veh/h) 83 426 1017 434 402 791 1450 1128
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 46 520 24 214 214 44 44 45
Volume Left 45 0 24 0 0 0 0 0
Volume Right 0 518 0 0 0 0 0 45
cSH 432 788 1450 1700 1700 1700 1700 1700
Volume to Capacity 0.11 0.66 0.02 0.13 0.13 0.03 0.03 0.03
Queue Length 95th (ft) 9 126 1 0 0 0 0 0
Control Delay (s) 14.3 17.9 7.5 0.0 0.0 0.0 0.0 0.0
Lane LOS B C A
Approach Delay (s) 17.6 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 8.8
Intersection Capacity Utilization 35.0% ICU Level of Service A
Analysis Period (min) 15
Page 57
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 244 398 57 100 85 60
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 287 468 67 118 100 71
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 186 1169 127
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 186 1169 127
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 79 41 92
cM capacity (veh/h) 1388 169 923
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 287 468 185 171
Volume Left 287 0 0 100
Volume Right 0 0 118 71
cSH 1388 1700 1700 288
Volume to Capacity 0.21 0.28 0.11 0.59
Queue Length 95th (ft) 19 0 0 88
Control Delay (s) 8.3 0.0 0.0 35.0
Lane LOS A D
Approach Delay (s) 3.1 0.0 35.0
Approach LOS D
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 37.6% ICU Level of Service A
Analysis Period (min) 15
Page 58
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 297 186 133 140 17 9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 349 219 156 165 20 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 568 936 459
vC1, stage 1 conf vol 459
vC2, stage 2 conf vol 478
vCu, unblocked vol 568 936 459
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 84 93 98
cM capacity (veh/h) 1004 279 602
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 568 156 165 20 11
Volume Left 0 156 0 20 0
Volume Right 219 0 0 0 11
cSH 1700 1004 1700 279 602
Volume to Capacity 0.33 0.16 0.10 0.07 0.02
Queue Length 95th (ft) 0 14 0 6 1
Control Delay (s) 0.0 9.2 0.0 18.9 11.1
Lane LOS A C B
Approach Delay (s) 0.0 4.5 16.2
Approach LOS C
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 47.7% ICU Level of Service A
Analysis Period (min) 15
Page 59
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.92
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1837 1654
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1837 1654
Volume (vph) 60 246 238 20 25 35
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 69 283 274 23 29 40
RTOR Reduction (vph) 0 0 5 0 21 0
Lane Group Flow (vph) 69 283 292 0 48 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 4.3 20.8 12.0 26.6
Effective Green, g (s) 4.8 21.3 12.5 27.1
Actuated g/C Ratio 0.09 0.38 0.22 0.48
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 151 704 407 795
v/s Ratio Prot 0.04 c0.15 c0.16 c0.03
v/s Ratio Perm
v/c Ratio 0.46 0.40 0.72 0.06
Uniform Delay, d1 24.6 12.9 20.3 7.8
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.1 4.9 0.1
Delay (s) 25.4 13.0 25.3 8.0
Level of Service C B C A
Approach Delay (s) 15.4 25.3 8.0
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 18.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 56.4 Sum of lost time (s) 12.0
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 60
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 3 1 2 467 15 61 1 53 102 0 0 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 4 1 3 623 20 81 1 71 136 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 101 46 1318 1399 177 1620 1360 61
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 101 46 1318 1399 177 1620 1360 61
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 59 98 11 82 100 100 100
cM capacity (veh/h) 1491 1507 85 79 744 10 84 1005
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 8 623 101 72 136
Volume Left 4 623 0 1 0
Volume Right 3 0 81 0 136
cSH 1491 1507 1700 79 744
Volume to Capacity 0.00 0.41 0.06 0.91 0.18
Queue Length 95th (ft) 0 52 0 119 17
Control Delay (s) 3.7 9.1 0.0 166.9 10.9
Lane LOS A A F B
Approach Delay (s) 3.7 7.8 64.9
Approach LOS F
Intersection Summary
Average Delay 20.4
Intersection Capacity Utilization 52.4% ICU Level of Service A
Analysis Period (min) 15
Page 61
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 52 92 321 250 201 333
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 59 105 365 284 228 378
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 59 105 365 284 228 378
Volume Left (vph) 59 0 0 0 228 0
Volume Right (vph) 0 0 0 284 0 378
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.8 7.3 6.6 5.9 7.1 5.9
Degree Utilization, x 0.13 0.21 0.67 0.47 0.45 0.63
Capacity (veh/h) 434 466 533 592 480 579
Control Delay (s) 10.7 11.0 20.7 12.7 14.7 17.1
Approach Delay (s) 10.9 17.2 16.2
Approach LOS B C C
Intersection Summary
Delay 16.1
HCM Level of Service C
Intersection Capacity Utilization 44.2% ICU Level of Service A
Analysis Period (min) 15
Page 62
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1849 1583 1770 1851 1665 1478 1859 1583
Flt Permitted 0.99 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1849 1583 1770 1851 1665 1478 1859 1583
Volume (vph) 2 10 298 117 21 1 584 84 196 3 75 7
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 2 11 327 129 23 1 642 92 215 3 82 8
RTOR Reduction (vph) 0 0 138 0 1 0 0 0 61 0 0 7
Lane Group Flow (vph) 0 13 189 129 23 0 0 734 154 0 85 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 1.2 52.2 13.4 13.4 51.0 13.4 8.9 8.9
Effective Green, g (s) 1.2 52.2 13.4 13.4 51.0 13.4 8.9 8.9
Actuated g/C Ratio 0.01 0.58 0.15 0.15 0.56 0.15 0.10 0.10
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 983 262 274 938 219 183 156
v/s Ratio Prot 0.01 c0.11 0.07 0.01 c0.44 c0.10 c0.05
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.52 0.19 0.49 0.08 0.78 0.70 0.46 0.01
Uniform Delay, d1 44.4 9.1 35.4 33.3 15.4 36.6 38.5 36.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.1 0.1 1.5 0.1 4.3 9.7 1.9 0.0
Delay (s) 62.5 9.2 36.9 33.4 19.7 46.4 40.4 36.8
Level of Service E A D C B D D D
Approach Delay (s) 11.2 36.3 25.8 40.1
Approach LOS B D C D
Intersection Summary
HCM Average Control Delay 24.5 HCM Level of Service C
HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 90.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 65.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 63
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1683 1770 1604 1676 1765 1500 1743 1822
Flt Permitted 0.87 0.73 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1487 1360 1604 1676 1765 1500 1743 1822
Volume (vph) 12 3 23 76 12 151 26 701 30 24 444 22
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 13 3 25 84 13 166 29 770 33 26 488 24
RTOR Reduction (vph) 0 21 0 0 139 0 0 0 12 0 2 0
Lane Group Flow (vph) 0 20 0 84 40 0 29 770 21 26 510 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.0 8.0 8.0 0.6 28.5 28.5 0.6 28.5
Effective Green, g (s) 8.0 8.0 8.0 0.6 28.5 28.5 0.6 28.5
Actuated g/C Ratio 0.16 0.16 0.16 0.01 0.58 0.58 0.01 0.58
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 242 222 261 20 1024 871 21 1058
v/s Ratio Prot 0.02 c0.02 c0.44 0.01 0.28
v/s Ratio Perm 0.01 c0.06 0.01
v/c Ratio 0.08 0.38 0.15 1.45 0.75 0.02 1.24 0.48
Uniform Delay, d1 17.4 18.3 17.6 24.2 7.7 4.4 24.2 6.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.1 0.3 363.9 3.2 0.0 278.6 0.3
Delay (s) 17.6 19.4 17.9 388.1 10.8 4.4 302.8 6.3
Level of Service B B B F B A F A
Approach Delay (s) 17.6 18.4 23.7 20.7
Approach LOS B B C C
Intersection Summary
HCM Average Control Delay 21.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 49.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 58.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 64
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 75 2 15 0 0 0 0 78 35 275 27 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 86 2 17 0 0 0 0 90 40 316 31 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 708 793 16 776 773 65 31 130
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 708 793 16 776 773 65 31 130
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 68 99 98 100 100 100 100 78
cM capacity (veh/h) 268 250 1060 234 257 986 1580 1453
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 86 20 60 70 316 16 16
Volume Left 86 0 0 0 316 0 0
Volume Right 0 17 0 40 0 0 0
cSH 268 767 1700 1700 1453 1700 1700
Volume to Capacity 0.32 0.03 0.04 0.04 0.22 0.01 0.01
Queue Length 95th (ft) 34 2 0 0 21 0 0
Control Delay (s) 24.7 9.8 0.0 0.0 8.2 0.0 0.0
Lane LOS C A A
Approach Delay (s) 21.9 0.0 7.4
Approach LOS C
Intersection Summary
Average Delay 8.4
Intersection Capacity Utilization 33.6% ICU Level of Service A
Analysis Period (min) 15
Page 65
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 8 1 107 62 91 0 0 294 266
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 0 0 0 9 1 122 70 103 0 0 334 302
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 649 578 167 411 881 52 636 103
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 649 578 167 411 881 52 636 103
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 98 100 88 93 100
cM capacity (veh/h) 293 393 848 495 263 1005 943 1486
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 10 122 70 52 52 167 167 302
Volume Left 9 0 70 0 0 0 0 0
Volume Right 0 122 0 0 0 0 0 302
cSH 470 992 943 1700 1700 1700 1700 1700
Volume to Capacity 0.02 0.12 0.07 0.03 0.03 0.10 0.10 0.18
Queue Length 95th (ft) 2 10 6 0 0 0 0 0
Control Delay (s) 12.8 9.1 9.1 0.0 0.0 0.0 0.0 0.0
Lane LOS B A A
Approach Delay (s) 9.4 3.7 0.0
Approach LOS A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 33.6% ICU Level of Service A
Analysis Period (min) 15
Page 66
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 116 114 330 128 132 247
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 136 134 388 151 155 291
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 539 871 464
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 539 871 464
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 87 44 51
cM capacity (veh/h) 1030 279 599
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 136 134 539 446
Volume Left 136 0 0 155
Volume Right 0 0 151 291
cSH 1030 1700 1700 801
Volume to Capacity 0.13 0.08 0.32 0.56
Queue Length 95th (ft) 11 0 0 87
Control Delay (s) 9.0 0.0 0.0 22.3
Lane LOS A C
Approach Delay (s) 4.6 0.0 22.3
Approach LOS C
Intersection Summary
Average Delay 8.9
Intersection Capacity Utilization 48.9% ICU Level of Service A
Analysis Period (min) 15
Page 67
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 219 27 13 305 153 129
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 274 34 16 381 191 161
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked 0.91
vC, conflicting volume 308 704 291
vC1, stage 1 conf vol 291
vC2, stage 2 conf vol 414
vCu, unblocked vol 308 676 291
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 99 47 78
cM capacity (veh/h) 1253 362 749
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 308 16 381 191 161
Volume Left 0 16 0 191 0
Volume Right 34 0 0 0 161
cSH 1700 1253 1700 362 749
Volume to Capacity 0.18 0.01 0.22 0.53 0.22
Queue Length 95th (ft) 0 1 0 74 20
Control Delay (s) 0.0 7.9 0.0 25.6 11.1
Lane LOS A D B
Approach Delay (s) 0.0 0.3 19.0
Approach LOS C
Intersection Summary
Average Delay 6.4
Intersection Capacity Utilization 31.2% ICU Level of Service A
Analysis Period (min) 15
Page 68
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.91
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1831 1631
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1831 1631
Volume (vph) 30 318 228 25 40 90
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 34 361 259 28 45 102
RTOR Reduction (vph) 0 0 6 0 51 0
Lane Group Flow (vph) 34 361 281 0 96 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 2.6 18.3 11.2 26.1
Effective Green, g (s) 3.1 18.8 11.7 26.6
Actuated g/C Ratio 0.06 0.35 0.22 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 103 656 401 812
v/s Ratio Prot 0.02 c0.19 c0.15 c0.06
v/s Ratio Perm
v/c Ratio 0.33 0.55 0.70 0.12
Uniform Delay, d1 24.2 13.9 19.2 7.1
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.6 4.5 0.3
Delay (s) 24.8 14.5 23.7 7.4
Level of Service C B C A
Approach Delay (s) 15.4 23.7 7.4
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 16.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 53.4 Sum of lost time (s) 12.0
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 69
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 2 3 1 201 1 68 0 63 426 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 2 3 1 209 1 71 0 66 444 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 72 98 522 592 239 1081 558 36
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 72 98 522 592 239 1081 558 36
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 85 100 80 32 100 100 100
cM capacity (veh/h) 1528 1378 357 327 651 39 342 1036
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 6 209 72 66 444
Volume Left 2 209 0 0 0
Volume Right 1 0 71 0 444
cSH 1528 1378 1700 327 651
Volume to Capacity 0.00 0.15 0.04 0.20 0.68
Queue Length 95th (ft) 0 13 0 18 133
Control Delay (s) 2.5 8.1 0.0 18.8 21.5
Lane LOS A A C C
Approach Delay (s) 2.5 6.0 21.2
Approach LOS C
Intersection Summary
Average Delay 15.7
Intersection Capacity Utilization 52.9% ICU Level of Service A
Analysis Period (min) 15
Page 70
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 212 266 168 247 315 112
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 230 289 183 268 342 122
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 230 289 183 268 342 122
Volume Left (vph) 230 0 0 0 342 0
Volume Right (vph) 0 0 0 268 0 122
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.4 6.9 7.1 6.4 7.6 6.4
Degree Utilization, x 0.48 0.56 0.36 0.47 0.72 0.21
Capacity (veh/h) 468 496 488 544 461 539
Control Delay (s) 15.8 17.0 12.8 13.7 26.4 9.9
Approach Delay (s) 16.4 13.4 22.1
Approach LOS C B C
Intersection Summary
Delay 17.3
HCM Level of Service C
Intersection Capacity Utilization 48.0% ICU Level of Service A
Analysis Period (min) 15
Page 71
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.96 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1831 1583 1770 1793 1675 1478 1862 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1831 1583 1770 1793 1675 1478 1862 1583
Volume (vph) 23 42 585 211 29 10 423 134 284 2 160 22
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 23 43 597 215 30 10 432 137 290 2 163 22
RTOR Reduction (vph) 0 0 180 0 8 0 0 0 127 0 0 19
Lane Group Flow (vph) 0 66 417 215 32 0 0 569 163 0 165 3
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Effective Green, g (s) 5.0 36.8 14.1 14.1 31.8 14.1 10.3 10.3
Actuated g/C Ratio 0.06 0.48 0.18 0.18 0.41 0.18 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 119 837 323 327 690 270 248 211
v/s Ratio Prot 0.04 c0.21 c0.12 0.02 c0.34 0.11 c0.09
v/s Ratio Perm 0.06 0.00
v/c Ratio 0.55 0.50 0.67 0.10 0.82 0.60 0.67 0.01
Uniform Delay, d1 35.0 13.9 29.4 26.3 20.2 29.0 31.8 29.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 0.5 5.1 0.1 7.9 3.8 6.6 0.0
Delay (s) 40.5 14.3 34.5 26.4 28.2 32.8 38.4 29.1
Level of Service D B C C C C D C
Approach Delay (s) 16.9 33.2 29.7 37.3
Approach LOS B C C D
Intersection Summary
HCM Average Control Delay 26.6 HCM Level of Service C
HCM Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 69.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 72
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Existing Plus Hotel & ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/5/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1599 1676 1765 1500 1743 1828
Flt Permitted 0.86 0.89 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1460 1651 1599 1676 1765 1500 1743 1828
Volume (vph) 19 1 43 100 10 165 22 657 46 59 874 23
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 20 1 45 104 10 172 23 684 48 61 910 24
RTOR Reduction (vph) 0 38 0 0 147 0 0 0 18 0 1 0
Lane Group Flow (vph) 0 28 0 104 35 0 23 684 30 61 933 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.5 8.5 8.5 1.2 35.0 35.0 2.5 36.3
Effective Green, g (s) 8.5 8.5 8.5 1.2 35.0 35.0 2.5 36.3
Actuated g/C Ratio 0.15 0.15 0.15 0.02 0.60 0.60 0.04 0.63
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 214 242 234 35 1065 905 75 1144
v/s Ratio Prot 0.02 0.01 0.39 c0.03 c0.51
v/s Ratio Perm 0.02 c0.06 0.02
v/c Ratio 0.13 0.43 0.15 0.66 0.64 0.03 0.81 0.82
Uniform Delay, d1 21.5 22.5 21.6 28.2 7.4 4.7 27.5 8.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.2 0.3 36.6 1.3 0.0 46.8 4.6
Delay (s) 21.8 23.8 21.9 64.8 8.8 4.7 74.3 12.9
Level of Service C C C E A A E B
Approach Delay (s) 21.8 22.6 10.2 16.7
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 15.3 HCM Level of Service B
HCM Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 58.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 73.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 73
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 460 5 115 0 0 0 0 75 25 210 230 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 489 5 122 0 0 0 0 80 27 223 245 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 731 798 122 787 785 53 245 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 731 798 122 787 785 53 245 106
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 98 86 100 100 100 100 85
cM capacity (veh/h) 274 270 906 212 275 1003 1319 1482
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 489 128 53 53 223 122 122
Volume Left 489 0 0 0 223 0 0
Volume Right 0 122 0 27 0 0 0
cSH 274 825 1700 1700 1482 1700 1700
Volume to Capacity 1.79 0.15 0.03 0.03 0.15 0.07 0.07
Queue Length 95th (ft) 815 14 0 0 13 0 0
Control Delay (s) 400.6 10.2 0.0 0.0 7.9 0.0 0.0
Lane LOS F B A
Approach Delay (s) 319.8 0.0 3.8
Approach LOS F
Intersection Summary
Average Delay 167.1
Intersection Capacity Utilization 50.5% ICU Level of Service A
Analysis Period (min) 15
Page 74
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 115 5 610 50 485 0 0 325 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 125 5 663 54 527 0 0 353 60
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1391 989 177 812 1049 264 413 527
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1391 989 177 812 1049 264 413 527
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 52 97 10 95 100
cM capacity (veh/h) 9 234 836 260 215 735 1142 1036
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 128 666 54 264 264 177 177 60
Volume Left 125 0 54 0 0 0 0 0
Volume Right 0 663 0 0 0 0 0 60
cSH 259 728 1142 1700 1700 1700 1700 1700
Volume to Capacity 0.49 0.91 0.05 0.16 0.16 0.10 0.10 0.04
Queue Length 95th (ft) 63 310 4 0 0 0 0 0
Control Delay (s) 31.6 39.8 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS D E A
Approach Delay (s) 38.5 0.8 0.0
Approach LOS E
Intersection Summary
Average Delay 17.3
Intersection Capacity Utilization 50.5% ICU Level of Service A
Analysis Period (min) 15
Page 75
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 325 470 85 160 125 300
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 353 511 92 174 136 326
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 267 1398 180
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 267 1398 180
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 73 0 62
cM capacity (veh/h) 1295 113 862
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 353 511 266 462
Volume Left 353 0 0 136
Volume Right 0 0 174 326
cSH 1295 1700 1700 353
Volume to Capacity 0.27 0.30 0.16 1.31
Queue Length 95th (ft) 28 0 0 541
Control Delay (s) 8.8 0.0 0.0 188.9
Lane LOS A F
Approach Delay (s) 3.6 0.0 188.9
Approach LOS F
Intersection Summary
Average Delay 56.8
Intersection Capacity Utilization 49.3% ICU Level of Service A
Analysis Period (min) 15
Page 76
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 330 265 125 210 35 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 359 288 136 228 38 65
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 647 1003 503
vC1, stage 1 conf vol 503
vC2, stage 2 conf vol 500
vCu, unblocked vol 647 1003 503
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 86 86 89
cM capacity (veh/h) 939 268 569
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 647 136 228 38 65
Volume Left 0 136 0 38 0
Volume Right 288 0 0 0 65
cSH 1700 939 1700 268 569
Volume to Capacity 0.38 0.14 0.13 0.14 0.11
Queue Length 95th (ft) 0 13 0 12 10
Control Delay (s) 0.0 9.5 0.0 20.6 12.1
Lane LOS A C B
Approach Delay (s) 0.0 3.5 15.3
Approach LOS C
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 53.8% ICU Level of Service A
Analysis Period (min) 15
Page 77
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.98 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1806 1610
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1806 1610
Volume (vph) 220 170 150 30 50 185
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 239 185 163 33 54 201
RTOR Reduction (vph) 0 0 14 0 104 0
Lane Group Flow (vph) 239 185 182 0 151 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 20.7 8.2 27.0
Effective Green, g (s) 8.5 21.2 8.7 27.5
Actuated g/C Ratio 0.15 0.37 0.15 0.49
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 265 697 277 781
v/s Ratio Prot c0.14 0.10 c0.10 c0.09
v/s Ratio Perm
v/c Ratio 0.90 0.27 0.66 0.19
Uniform Delay, d1 23.7 12.3 22.6 8.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 30.3 0.1 4.3 0.6
Delay (s) 54.0 12.4 26.9 8.9
Level of Service D B C A
Approach Delay (s) 35.9 26.9 8.9
Approach LOS D C A
Intersection Summary
HCM Average Control Delay 26.0 HCM Level of Service C
HCM Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 56.7 Sum of lost time (s) 12.0
Intersection Capacity Utilization 54.3% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 78
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 590 15 65 5 65 190 0 0 0
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
Hourly flow rate (vph) 5 5 5 641 16 71 5 71 207 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 53 1360 1431 182 1727 1398 52
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 53 1360 1431 182 1727 1398 52
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 57 93 4 72 100 100 100
cM capacity (veh/h) 1509 1498 78 74 739 5 77 1016
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 641 87 76 207
Volume Left 5 641 0 5 0
Volume Right 5 0 71 0 207
cSH 1509 1498 1700 74 739
Volume to Capacity 0.00 0.43 0.05 1.02 0.28
Queue Length 95th (ft) 0 55 0 136 29
Control Delay (s) 2.5 9.2 0.0 208.6 11.8
Lane LOS A A F B
Approach Delay (s) 2.5 8.1 64.8
Approach LOS F
Intersection Summary
Average Delay 23.6
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min) 15
Page 79
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 90 145 445 255 265 325
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 98 158 484 277 288 353
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 98 158 484 277 288 353
Volume Left (vph) 98 0 0 0 288 0
Volume Right (vph) 0 0 0 277 0 353
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.3 7.8 7.0 6.3 7.7 6.5
Degree Utilization, x 0.22 0.34 0.94 0.49 0.62 0.64
Capacity (veh/h) 425 455 502 557 451 533
Control Delay (s) 12.5 13.5 52.4 13.9 21.2 19.1
Approach Delay (s) 13.1 38.4 20.1
Approach LOS B E C
Intersection Summary
Delay 27.4
HCM Level of Service D
Intersection Capacity Utilization 53.1% ICU Level of Service A
Analysis Period (min) 15
Page 80
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1854 1583 1770 1848 1666 1478 1860 1583
Flt Permitted 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1854 1583 1770 1848 1666 1478 1860 1583
Volume (vph) 5 45 405 150 85 5 615 95 210 5 130 10
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 49 440 163 92 5 668 103 228 5 141 11
RTOR Reduction (vph) 0 0 158 0 2 0 0 0 61 0 0 10
Lane Group Flow (vph) 0 54 282 163 95 0 0 771 167 0 146 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.0 57.3 15.7 15.7 50.3 15.7 13.5 13.5
Effective Green, g (s) 7.0 57.3 15.7 15.7 50.3 15.7 13.5 13.5
Actuated g/C Ratio 0.07 0.56 0.15 0.15 0.49 0.15 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 127 947 271 283 818 226 245 208
v/s Ratio Prot c0.03 0.15 0.09 0.05 c0.46 c0.11 c0.08
v/s Ratio Perm 0.03 0.00
v/c Ratio 0.43 0.30 0.60 0.34 0.94 0.74 0.60 0.01
Uniform Delay, d1 45.8 12.0 40.5 38.8 24.7 41.4 41.9 38.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 3.7 0.7 18.9 11.9 3.9 0.0
Delay (s) 48.1 12.1 44.2 39.5 43.6 53.4 45.8 38.7
Level of Service D B D D D D D D
Approach Delay (s) 16.1 42.4 45.8 45.3
Approach LOS B D D D
Intersection Summary
HCM Average Control Delay 37.6 HCM Level of Service D
HCM Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 102.5 Sum of lost time (s) 16.0
Intersection Capacity Utilization 73.3% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 81
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1684 1770 1599 1676 1765 1500 1743 1824
Flt Permitted 0.72 0.72 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1236 1345 1599 1676 1765 1500 1743 1824
Volume (vph) 15 5 30 95 15 240 30 665 30 25 635 25
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 5 33 103 16 261 33 723 33 27 690 27
RTOR Reduction (vph) 0 27 0 0 196 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 27 0 103 81 0 33 723 20 27 715 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.2 8.2 8.2 1.2 26.4 26.4 1.2 26.4
Effective Green, g (s) 8.2 8.2 8.2 1.2 26.4 26.4 1.2 26.4
Actuated g/C Ratio 0.17 0.17 0.17 0.03 0.55 0.55 0.03 0.55
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 212 231 274 42 975 828 44 1007
v/s Ratio Prot 0.05 c0.02 c0.41 0.02 0.39
v/s Ratio Perm 0.02 c0.08 0.01
v/c Ratio 0.13 0.45 0.30 0.79 0.74 0.02 0.61 0.71
Uniform Delay, d1 16.8 17.8 17.3 23.2 8.1 4.9 23.1 7.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.4 0.6 62.3 3.1 0.0 22.8 2.4
Delay (s) 17.0 19.1 17.9 85.4 11.2 4.9 45.8 10.3
Level of Service B B B F B A D B
Approach Delay (s) 17.0 18.2 14.0 11.6
Approach LOS B B B B
Intersection Summary
HCM Average Control Delay 14.0 HCM Level of Service B
HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 47.8 Sum of lost time (s) 12.0
Intersection Capacity Utilization 60.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 82
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 160 5 30 0 0 0 0 245 85 500 75 0
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
Hourly flow rate (vph) 174 5 33 0 0 0 0 266 92 543 82 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1302 1527 41 1476 1481 179 82 359
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1302 1527 41 1476 1481 179 82 359
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 91 97 100 100 100 100 55
cM capacity (veh/h) 76 64 1021 52 68 833 1514 1197
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 174 38 178 181 543 41 41
Volume Left 174 0 0 0 543 0 0
Volume Right 0 33 0 92 0 0 0
cSH 76 324 1700 1700 1197 1700 1700
Volume to Capacity 2.28 0.12 0.10 0.11 0.45 0.02 0.02
Queue Length 95th (ft) 406 10 0 0 61 0 0
Control Delay (s) 703.1 17.6 0.0 0.0 10.5 0.0 0.0
Lane LOS F C B
Approach Delay (s) 580.1 0.0 9.1
Approach LOS F
Intersection Summary
Average Delay 107.6
Intersection Capacity Utilization 58.8% ICU Level of Service B
Analysis Period (min) 15
Page 83
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 30 5 220 230 175 0 0 545 450
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
Hourly flow rate (vph) 0 0 0 33 5 239 250 190 0 0 592 489
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1429 1283 296 986 1772 95 1082 190
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1429 1283 296 986 1772 95 1082 190
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 77 89 75 61 100
cM capacity (veh/h) 46 100 700 141 50 943 641 1381
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 35 242 250 95 95 296 296 489
Volume Left 33 0 250 0 0 0 0 0
Volume Right 0 239 0 0 0 0 0 489
cSH 123 786 641 1700 1700 1700 1700 1700
Volume to Capacity 0.29 0.31 0.39 0.06 0.06 0.17 0.17 0.29
Queue Length 95th (ft) 27 33 46 0 0 0 0 0
Control Delay (s) 45.5 11.6 14.2 0.0 0.0 0.0 0.0 0.0
Lane LOS E B B
Approach Delay (s) 15.9 8.0 0.0
Approach LOS C
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 58.8% ICU Level of Service B
Analysis Period (min) 15
Page 84
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 220 145 430 175 185 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 239 158 467 190 201 500
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 658 1198 562
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 658 1198 562
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 74 0 5
cM capacity (veh/h) 930 152 526
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 239 158 658 701
Volume Left 239 0 0 201
Volume Right 0 0 190 500
cSH 930 1700 1700 404
Volume to Capacity 0.26 0.09 0.39 1.74
Queue Length 95th (ft) 26 0 0 1081
Control Delay (s) 10.2 0.0 0.0 364.9
Lane LOS B F
Approach Delay (s) 6.2 0.0 364.9
Approach LOS F
Intersection Summary
Average Delay 147.1
Intersection Capacity Utilization 68.4% ICU Level of Service C
Analysis Period (min) 15
Page 85
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 290 40 70 345 260 110
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 315 43 76 375 283 120
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 359 864 337
vC1, stage 1 conf vol 337
vC2, stage 2 conf vol 527
vCu, unblocked vol 359 864 337
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 94 10 83
cM capacity (veh/h) 1200 313 705
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 359 76 375 283 120
Volume Left 0 76 0 283 0
Volume Right 43 0 0 0 120
cSH 1700 1200 1700 313 705
Volume to Capacity 0.21 0.06 0.22 0.90 0.17
Queue Length 95th (ft) 0 5 0 214 15
Control Delay (s) 0.0 8.2 0.0 66.2 11.1
Lane LOS A F B
Approach Delay (s) 0.0 1.4 49.8
Approach LOS E
Intersection Summary
Average Delay 17.0
Intersection Capacity Utilization 46.0% ICU Level of Service A
Analysis Period (min) 15
Page 86
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1787 1607
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1787 1607
Volume (vph) 235 165 165 50 60 250
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 255 179 179 54 65 272
RTOR Reduction (vph) 0 0 19 0 150 0
Lane Group Flow (vph) 255 179 214 0 187 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 23.0 10.5 25.1
Effective Green, g (s) 8.5 23.5 11.0 25.6
Actuated g/C Ratio 0.15 0.41 0.19 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 263 767 344 720
v/s Ratio Prot c0.14 0.10 c0.12 c0.12
v/s Ratio Perm
v/c Ratio 0.97 0.23 0.62 0.26
Uniform Delay, d1 24.2 10.9 21.1 9.8
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 46.2 0.1 2.5 0.9
Delay (s) 70.4 11.0 23.6 10.7
Level of Service E B C B
Approach Delay (s) 45.9 23.6 10.7
Approach LOS D C B
Intersection Summary
HCM Average Control Delay 28.9 HCM Level of Service C
HCM Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 57.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 56.3% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 87
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 310 5 70 0 155 445 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 5 5 323 5 73 0 161 464 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 78 104 763 836 243 1391 802 42
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 78 104 763 836 243 1391 802 42
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 76 100 24 28 100 100 100
cM capacity (veh/h) 1520 1371 228 213 647 9 223 1029
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 323 78 161 464
Volume Left 5 323 0 0 0
Volume Right 5 0 73 0 464
cSH 1520 1371 1700 213 647
Volume to Capacity 0.00 0.24 0.05 0.76 0.72
Queue Length 95th (ft) 0 23 0 130 150
Control Delay (s) 2.5 8.4 0.0 61.0 23.3
Lane LOS A A F C
Approach Delay (s) 2.5 6.8 33.0
Approach LOS D
Intersection Summary
Average Delay 22.5
Intersection Capacity Utilization 54.0% ICU Level of Service A
Analysis Period (min) 15
Page 88
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 260 240 265 295 315 125
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 283 261 288 321 342 136
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 283 261 288 321 342 136
Volume Left (vph) 283 0 0 0 342 0
Volume Right (vph) 0 0 0 321 0 136
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.8 7.3 7.3 6.6 8.0 6.8
Degree Utilization, x 0.61 0.53 0.58 0.59 0.76 0.26
Capacity (veh/h) 449 470 481 525 439 508
Control Delay (s) 21.3 17.1 18.8 17.3 31.0 10.9
Approach Delay (s) 19.3 18.0 25.3
Approach LOS C C D
Intersection Summary
Delay 20.6
HCM Level of Service C
Intersection Capacity Utilization 55.8% ICU Level of Service B
Analysis Period (min) 15
Page 89
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (prot) 1830 1583 1770 1824 1691 1478 1861 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (perm) 1830 1583 1770 1824 1691 1478 1861 1583
Volume (vph) 25 45 545 215 90 15 420 340 360 5 235 110
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 46 556 219 92 15 429 347 367 5 240 112
RTOR Reduction (vph) 0 0 150 0 6 0 0 0 114 0 0 65
Lane Group Flow (vph) 0 72 406 219 101 0 0 776 253 0 245 47
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Effective Green, g (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Actuated g/C Ratio 0.08 0.43 0.21 0.21 0.35 0.21 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 153 751 366 377 584 306 338 288
v/s Ratio Prot 0.04 c0.19 0.12 0.06 c0.46 c0.17 c0.13
v/s Ratio Perm 0.07 0.03
v/c Ratio 0.47 0.54 0.60 0.27 1.33 0.83 0.72 0.16
Uniform Delay, d1 38.3 18.6 31.4 29.1 28.7 33.2 33.7 30.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.8 2.6 0.4 159.5 16.4 7.5 0.3
Delay (s) 40.5 19.4 34.0 29.5 188.1 49.6 41.3 30.5
Level of Service D B C C F D D C
Approach Delay (s) 21.8 32.6 143.7 37.9
Approach LOS C C F D
Intersection Summary
HCM Average Control Delay 82.3 HCM Level of Service F
HCM Volume to Capacity ratio 0.95
Actuated Cycle Length (s) 87.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 84.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 90
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative No Project
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1605 1676 1765 1500 1743 1827
Flt Permitted 0.65 0.75 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1102 1394 1605 1676 1765 1500 1743 1827
Volume (vph) 20 5 60 100 20 235 25 865 50 65 905 25
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 21 5 62 104 21 245 26 901 52 68 943 26
RTOR Reduction (vph) 0 52 0 0 162 0 0 0 15 0 1 0
Lane Group Flow (vph) 0 36 0 104 104 0 26 901 37 68 968 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 11.3 11.3 11.3 1.4 41.9 41.9 3.8 44.3
Effective Green, g (s) 11.3 11.3 11.3 1.4 41.9 41.9 3.8 44.3
Actuated g/C Ratio 0.16 0.16 0.16 0.02 0.61 0.61 0.06 0.64
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 180 228 263 34 1072 911 96 1173
v/s Ratio Prot 0.06 0.02 0.51 c0.04 c0.53
v/s Ratio Perm 0.03 c0.07 0.02
v/c Ratio 0.20 0.46 0.39 0.76 0.84 0.04 0.71 0.83
Uniform Delay, d1 24.9 26.1 25.8 33.6 10.9 5.5 32.1 9.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 1.4 1.0 66.1 6.1 0.0 21.2 4.9
Delay (s) 25.5 27.5 26.8 99.7 16.9 5.5 53.2 14.3
Level of Service C C C F B A D B
Approach Delay (s) 25.5 27.0 18.5 16.8
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 19.3 HCM Level of Service B
HCM Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 69.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 84.0% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 91
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 460 5 115 0 0 0 0 75 25 210 230 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 489 5 122 0 0 0 0 80 27 223 245 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 731 798 122 787 785 53 245 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 731 798 122 787 785 53 245 106
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 98 86 100 100 100 100 85
cM capacity (veh/h) 274 270 906 212 275 1003 1319 1482
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 489 128 53 53 223 122 122
Volume Left 489 0 0 0 223 0 0
Volume Right 0 122 0 27 0 0 0
cSH 274 825 1700 1700 1482 1700 1700
Volume to Capacity 1.79 0.15 0.03 0.03 0.15 0.07 0.07
Queue Length 95th (ft) 815 14 0 0 13 0 0
Control Delay (s) 400.6 10.2 0.0 0.0 7.9 0.0 0.0
Lane LOS F B A
Approach Delay (s) 319.8 0.0 3.8
Approach LOS F
Intersection Summary
Average Delay 167.1
Intersection Capacity Utilization 50.5% ICU Level of Service A
Analysis Period (min) 15
Page 92
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 115 5 610 50 485 0 0 325 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 125 5 663 54 527 0 0 353 60
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1391 989 177 812 1049 264 413 527
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1391 989 177 812 1049 264 413 527
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 52 97 10 95 100
cM capacity (veh/h) 9 234 836 260 215 735 1142 1036
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 128 666 54 264 264 177 177 60
Volume Left 125 0 54 0 0 0 0 0
Volume Right 0 663 0 0 0 0 0 60
cSH 259 728 1142 1700 1700 1700 1700 1700
Volume to Capacity 0.49 0.91 0.05 0.16 0.16 0.10 0.10 0.04
Queue Length 95th (ft) 63 310 4 0 0 0 0 0
Control Delay (s) 31.6 39.8 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS D E A
Approach Delay (s) 38.5 0.8 0.0
Approach LOS E
Intersection Summary
Average Delay 17.3
Intersection Capacity Utilization 50.5% ICU Level of Service A
Analysis Period (min) 15
Page 93
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 325 470 85 161 130 300
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 353 511 92 175 141 326
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 268 1398 181
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 268 1398 181
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 73 0 62
cM capacity (veh/h) 1294 113 861
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 353 511 267 467
Volume Left 353 0 0 141
Volume Right 0 0 175 326
cSH 1294 1700 1700 338
Volume to Capacity 0.27 0.30 0.16 1.38
Queue Length 95th (ft) 28 0 0 590
Control Delay (s) 8.8 0.0 0.0 220.3
Lane LOS A F
Approach Delay (s) 3.6 0.0 220.3
Approach LOS F
Intersection Summary
Average Delay 66.3
Intersection Capacity Utilization 49.6% ICU Level of Service A
Analysis Period (min) 15
Page 94
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 335 265 126 211 35 65
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 364 288 137 229 38 71
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 652 1011 508
vC1, stage 1 conf vol 508
vC2, stage 2 conf vol 503
vCu, unblocked vol 652 1011 508
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 85 86 87
cM capacity (veh/h) 934 266 565
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 652 137 229 38 71
Volume Left 0 137 0 38 0
Volume Right 288 0 0 0 71
cSH 1700 934 1700 266 565
Volume to Capacity 0.38 0.15 0.13 0.14 0.13
Queue Length 95th (ft) 0 13 0 12 11
Control Delay (s) 0.0 9.5 0.0 20.8 12.3
Lane LOS A C B
Approach Delay (s) 0.0 3.6 15.3
Approach LOS C
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 54.1% ICU Level of Service A
Analysis Period (min) 15
Page 95
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.98 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1806 1609
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1806 1609
Volume (vph) 230 170 150 30 50 187
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 250 185 163 33 54 203
RTOR Reduction (vph) 0 0 14 0 105 0
Lane Group Flow (vph) 250 185 182 0 152 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 20.6 8.1 26.9
Effective Green, g (s) 8.5 21.1 8.6 27.4
Actuated g/C Ratio 0.15 0.37 0.15 0.48
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 266 696 275 780
v/s Ratio Prot c0.14 0.10 c0.10 c0.09
v/s Ratio Perm
v/c Ratio 0.94 0.27 0.66 0.20
Uniform Delay, d1 23.7 12.3 22.6 8.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 38.3 0.1 4.6 0.6
Delay (s) 62.0 12.4 27.2 8.8
Level of Service E B C A
Approach Delay (s) 40.9 27.2 8.8
Approach LOS D C A
Intersection Summary
HCM Average Control Delay 28.6 HCM Level of Service C
HCM Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 56.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 54.9% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 96
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 592 15 65 5 65 200 0 0 0
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
Hourly flow rate (vph) 5 5 5 643 16 71 5 71 217 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 53 1364 1435 182 1742 1402 52
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 53 1364 1435 182 1742 1402 52
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 57 93 4 71 100 100 100
cM capacity (veh/h) 1509 1498 78 73 739 4 77 1016
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 643 87 76 217
Volume Left 5 643 0 5 0
Volume Right 5 0 71 0 217
cSH 1509 1498 1700 74 739
Volume to Capacity 0.00 0.43 0.05 1.03 0.29
Queue Length 95th (ft) 0 55 0 137 31
Control Delay (s) 2.5 9.2 0.0 212.4 11.9
Lane LOS A A F B
Approach Delay (s) 2.5 8.1 63.9
Approach LOS F
Intersection Summary
Average Delay 23.8
Intersection Capacity Utilization 59.3% ICU Level of Service B
Analysis Period (min) 15
Page 97
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 90 155 447 257 278 325
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 98 168 486 279 302 353
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 98 168 486 279 302 353
Volume Left (vph) 98 0 0 0 302 0
Volume Right (vph) 0 0 0 279 0 353
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.3 7.8 7.1 6.4 7.8 6.6
Degree Utilization, x 0.23 0.37 0.96 0.50 0.65 0.64
Capacity (veh/h) 423 452 498 552 452 533
Control Delay (s) 12.6 14.1 55.6 14.3 23.0 19.5
Approach Delay (s) 13.5 40.5 21.1
Approach LOS B E C
Intersection Summary
Delay 28.7
HCM Level of Service D
Intersection Capacity Utilization 53.9% ICU Level of Service A
Analysis Period (min) 15
Page 98
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1854 1583 1770 1848 1666 1478 1860 1583
Flt Permitted 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1854 1583 1770 1848 1666 1478 1860 1583
Volume (vph) 5 45 430 161 85 5 619 96 212 5 135 10
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 49 467 175 92 5 673 104 230 5 147 11
RTOR Reduction (vph) 0 0 148 0 2 0 0 0 61 0 0 9
Lane Group Flow (vph) 0 54 319 175 95 0 0 777 169 0 152 2
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.0 57.3 15.9 15.9 50.3 15.9 13.7 13.7
Effective Green, g (s) 7.0 57.3 15.9 15.9 50.3 15.9 13.7 13.7
Actuated g/C Ratio 0.07 0.56 0.15 0.15 0.49 0.15 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 126 943 273 286 814 228 248 211
v/s Ratio Prot 0.03 c0.17 0.10 0.05 c0.47 c0.11 c0.08
v/s Ratio Perm 0.04 0.00
v/c Ratio 0.43 0.34 0.64 0.33 0.95 0.74 0.61 0.01
Uniform Delay, d1 46.0 12.4 40.8 38.8 25.2 41.5 42.1 38.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 5.1 0.7 21.1 12.2 4.4 0.0
Delay (s) 48.4 12.7 45.9 39.5 46.3 53.8 46.5 38.7
Level of Service D B D D D D D D
Approach Delay (s) 16.4 43.6 48.0 46.0
Approach LOS B D D D
Intersection Summary
HCM Average Control Delay 38.8 HCM Level of Service D
HCM Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 102.9 Sum of lost time (s) 12.0
Intersection Capacity Utilization 74.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 99
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1682 1770 1599 1676 1765 1500 1743 1822
Flt Permitted 0.68 0.72 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1159 1337 1599 1676 1765 1500 1743 1822
Volume (vph) 17 5 34 98 15 240 55 670 31 25 668 33
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 5 37 107 16 261 60 728 34 27 726 36
RTOR Reduction (vph) 0 31 0 0 195 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 29 0 107 82 0 60 728 21 27 760 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.5 8.5 8.5 2.0 28.9 28.9 1.3 28.2
Effective Green, g (s) 8.5 8.5 8.5 2.0 28.9 28.9 1.3 28.2
Actuated g/C Ratio 0.17 0.17 0.17 0.04 0.57 0.57 0.03 0.56
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 194 224 268 66 1006 855 45 1013
v/s Ratio Prot 0.05 c0.04 0.41 0.02 c0.42
v/s Ratio Perm 0.03 c0.08 0.01
v/c Ratio 0.15 0.48 0.31 0.91 0.72 0.02 0.60 0.75
Uniform Delay, d1 18.0 19.1 18.5 24.3 8.0 4.8 24.4 8.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 1.6 0.7 78.5 2.6 0.0 19.7 3.2
Delay (s) 18.4 20.7 19.2 102.8 10.6 4.8 44.1 11.7
Level of Service B C B F B A D B
Approach Delay (s) 18.4 19.6 17.1 12.8
Approach LOS B B B B
Intersection Summary
HCM Average Control Delay 16.0 HCM Level of Service B
HCM Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 50.7 Sum of lost time (s) 12.0
Intersection Capacity Utilization 69.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 100
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 160 5 30 0 0 0 0 245 85 500 75 0
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
Hourly flow rate (vph) 174 5 33 0 0 0 0 266 92 543 82 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1302 1527 41 1476 1481 179 82 359
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1302 1527 41 1476 1481 179 82 359
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 91 97 100 100 100 100 55
cM capacity (veh/h) 76 64 1021 52 68 833 1514 1197
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 174 38 178 181 543 41 41
Volume Left 174 0 0 0 543 0 0
Volume Right 0 33 0 92 0 0 0
cSH 76 324 1700 1700 1197 1700 1700
Volume to Capacity 2.28 0.12 0.10 0.11 0.45 0.02 0.02
Queue Length 95th (ft) 406 10 0 0 61 0 0
Control Delay (s) 703.1 17.6 0.0 0.0 10.5 0.0 0.0
Lane LOS F C B
Approach Delay (s) 580.1 0.0 9.1
Approach LOS F
Intersection Summary
Average Delay 107.6
Intersection Capacity Utilization 58.8% ICU Level of Service B
Analysis Period (min) 15
Page 101
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 30 5 220 230 175 0 0 545 450
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
Hourly flow rate (vph) 0 0 0 33 5 239 250 190 0 0 592 489
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1429 1283 296 986 1772 95 1082 190
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1429 1283 296 986 1772 95 1082 190
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 77 89 75 61 100
cM capacity (veh/h) 46 100 700 141 50 943 641 1381
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 35 242 250 95 95 296 296 489
Volume Left 33 0 250 0 0 0 0 0
Volume Right 0 239 0 0 0 0 0 489
cSH 123 786 641 1700 1700 1700 1700 1700
Volume to Capacity 0.29 0.31 0.39 0.06 0.06 0.17 0.17 0.29
Queue Length 95th (ft) 27 33 46 0 0 0 0 0
Control Delay (s) 45.5 11.6 14.2 0.0 0.0 0.0 0.0 0.0
Lane LOS E B B
Approach Delay (s) 15.9 8.0 0.0
Approach LOS C
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 58.8% ICU Level of Service B
Analysis Period (min) 15
Page 102
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 220 145 430 180 186 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 239 158 467 196 202 500
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 663 1201 565
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 663 1201 565
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 74 0 5
cM capacity (veh/h) 926 151 524
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 239 158 663 702
Volume Left 239 0 0 202
Volume Right 0 0 196 500
cSH 926 1700 1700 394
Volume to Capacity 0.26 0.09 0.39 1.78
Queue Length 95th (ft) 26 0 0 1110
Control Delay (s) 10.2 0.0 0.0 384.9
Lane LOS B F
Approach Delay (s) 6.2 0.0 384.9
Approach LOS F
Intersection Summary
Average Delay 154.8
Intersection Capacity Utilization 68.7% ICU Level of Service C
Analysis Period (min) 15
Page 103
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 291 40 75 350 260 111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 316 43 82 380 283 121
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 360 882 338
vC1, stage 1 conf vol 338
vC2, stage 2 conf vol 543
vCu, unblocked vol 360 882 338
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 93 8 83
cM capacity (veh/h) 1199 307 704
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 360 82 380 283 121
Volume Left 0 82 0 283 0
Volume Right 43 0 0 0 121
cSH 1700 1199 1700 307 704
Volume to Capacity 0.21 0.07 0.22 0.92 0.17
Queue Length 95th (ft) 0 5 0 222 15
Control Delay (s) 0.0 8.2 0.0 70.6 11.2
Lane LOS A F B
Approach Delay (s) 0.0 1.5 52.8
Approach LOS F
Intersection Summary
Average Delay 17.9
Intersection Capacity Utilization 46.3% ICU Level of Service A
Analysis Period (min) 15
Page 104
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1787 1606
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1787 1606
Volume (vph) 237 165 165 50 60 260
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 258 179 179 54 65 283
RTOR Reduction (vph) 0 0 19 0 156 0
Lane Group Flow (vph) 258 179 214 0 192 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 23.0 10.5 25.1
Effective Green, g (s) 8.5 23.5 11.0 25.6
Actuated g/C Ratio 0.15 0.41 0.19 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 263 767 344 720
v/s Ratio Prot c0.15 0.10 c0.12 c0.12
v/s Ratio Perm
v/c Ratio 0.98 0.23 0.62 0.27
Uniform Delay, d1 24.2 10.9 21.1 9.9
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 49.9 0.1 2.5 0.9
Delay (s) 74.1 11.0 23.6 10.8
Level of Service E B C B
Approach Delay (s) 48.2 23.6 10.8
Approach LOS D C B
Intersection Summary
HCM Average Control Delay 29.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 57.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 105
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 320 5 72 0 155 447 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 5 5 333 5 75 0 161 466 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 80 104 784 859 243 1415 824 43
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 80 104 784 859 243 1415 824 43
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 76 100 21 28 100 100 100
cM capacity (veh/h) 1518 1371 219 204 647 8 214 1028
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 333 80 161 466
Volume Left 5 333 0 0 0
Volume Right 5 0 75 0 466
cSH 1518 1371 1700 204 647
Volume to Capacity 0.00 0.24 0.05 0.79 0.72
Queue Length 95th (ft) 0 24 0 139 152
Control Delay (s) 2.5 8.5 0.0 67.6 23.5
Lane LOS A A F C
Approach Delay (s) 2.5 6.8 34.8
Approach LOS D
Intersection Summary
Average Delay 23.4
Intersection Capacity Utilization 54.2% ICU Level of Service A
Analysis Period (min) 15
Page 106
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 260 242 277 306 317 125
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 283 263 301 333 345 136
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 283 263 301 333 345 136
Volume Left (vph) 283 0 0 0 345 0
Volume Right (vph) 0 0 0 333 0 136
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.9 7.4 7.3 6.6 8.1 6.8
Degree Utilization, x 0.62 0.54 0.61 0.61 0.77 0.26
Capacity (veh/h) 445 467 480 524 436 504
Control Delay (s) 21.7 17.5 20.1 18.2 32.2 11.0
Approach Delay (s) 19.7 19.1 26.2
Approach LOS C C D
Intersection Summary
Delay 21.3
HCM Level of Service C
Intersection Capacity Utilization 56.5% ICU Level of Service B
Analysis Period (min) 15
Page 107
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (prot) 1830 1583 1770 1824 1691 1478 1861 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (perm) 1830 1583 1770 1824 1691 1478 1861 1583
Volume (vph) 25 45 549 217 90 15 445 345 371 5 236 110
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 46 560 221 92 15 454 352 379 5 241 112
RTOR Reduction (vph) 0 0 150 0 6 0 0 0 113 0 0 65
Lane Group Flow (vph) 0 72 410 221 101 0 0 806 266 0 246 47
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.3 37.4 18.8 18.8 30.1 18.8 16.1 16.1
Effective Green, g (s) 7.3 37.4 18.8 18.8 30.1 18.8 16.1 16.1
Actuated g/C Ratio 0.08 0.42 0.21 0.21 0.34 0.21 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 151 742 377 388 576 315 339 289
v/s Ratio Prot 0.04 c0.19 0.12 0.06 c0.48 c0.18 c0.13
v/s Ratio Perm 0.07 0.03
v/c Ratio 0.48 0.55 0.59 0.26 1.40 0.85 0.73 0.16
Uniform Delay, d1 38.7 19.2 31.3 29.0 29.1 33.4 34.0 30.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 0.9 2.3 0.4 190.0 18.4 7.5 0.3
Delay (s) 41.0 20.1 33.6 29.3 219.1 51.8 41.5 30.7
Level of Service D C C C F D D C
Approach Delay (s) 22.4 32.2 165.6 38.1
Approach LOS C C F D
Intersection Summary
HCM Average Control Delay 93.7 HCM Level of Service F
HCM Volume to Capacity ratio 0.98
Actuated Cycle Length (s) 88.3 Sum of lost time (s) 12.0
Intersection Capacity Utilization 86.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 108
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus Davis Hotel
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1661 1770 1605 1676 1765 1500 1743 1827
Flt Permitted 0.60 0.64 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1003 1193 1605 1676 1765 1500 1743 1827
Volume (vph) 28 5 85 101 20 235 29 898 53 65 910 27
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 29 5 89 105 21 245 30 935 55 68 948 28
RTOR Reduction (vph) 0 74 0 0 154 0 0 0 15 0 1 0
Lane Group Flow (vph) 0 49 0 105 112 0 30 935 40 68 975 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 11.7 11.7 11.7 1.4 43.2 43.2 3.8 45.6
Effective Green, g (s) 11.7 11.7 11.7 1.4 43.2 43.2 3.8 45.6
Actuated g/C Ratio 0.17 0.17 0.17 0.02 0.61 0.61 0.05 0.64
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 166 197 266 33 1078 917 94 1178
v/s Ratio Prot 0.07 0.02 0.53 c0.04 c0.53
v/s Ratio Perm 0.05 c0.09 0.03
v/c Ratio 0.29 0.53 0.42 0.91 0.87 0.04 0.72 0.83
Uniform Delay, d1 25.9 27.0 26.5 34.6 11.4 5.5 32.9 9.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 2.8 1.1 118.0 7.5 0.0 23.9 4.9
Delay (s) 26.9 29.8 27.5 152.6 18.9 5.5 56.8 14.5
Level of Service C C C F B A E B
Approach Delay (s) 26.9 28.2 22.1 17.2
Approach LOS C C C B
Intersection Summary
HCM Average Control Delay 21.2 HCM Level of Service C
HCM Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 70.7 Sum of lost time (s) 8.0
Intersection Capacity Utilization 86.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 109
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 466 5 115 0 0 0 0 75 25 215 230 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 496 5 122 0 0 0 0 80 27 229 245 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 742 809 122 798 795 53 245 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 742 809 122 798 795 53 245 106
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 98 86 100 100 100 100 85
cM capacity (veh/h) 268 265 906 208 269 1003 1319 1482
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 496 128 53 53 229 122 122
Volume Left 496 0 0 0 229 0 0
Volume Right 0 122 0 27 0 0 0
cSH 268 823 1700 1700 1482 1700 1700
Volume to Capacity 1.85 0.16 0.03 0.03 0.15 0.07 0.07
Queue Length 95th (ft) 849 14 0 0 14 0 0
Control Delay (s) 428.1 10.2 0.0 0.0 7.9 0.0 0.0
Lane LOS F B A
Approach Delay (s) 342.5 0.0 3.8
Approach LOS F
Intersection Summary
Average Delay 179.0
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
Page 110
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 115 5 617 50 491 0 0 330 59
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
Hourly flow rate (vph) 0 0 0 125 5 671 54 534 0 0 359 64
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1408 1001 179 822 1065 267 423 534
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1408 1001 179 822 1065 267 423 534
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 51 97 8 95 100
cM capacity (veh/h) 8 230 833 256 211 731 1133 1030
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 128 673 54 267 267 179 179 64
Volume Left 125 0 54 0 0 0 0 0
Volume Right 0 671 0 0 0 0 0 64
cSH 255 724 1133 1700 1700 1700 1700 1700
Volume to Capacity 0.50 0.93 0.05 0.16 0.16 0.11 0.11 0.04
Queue Length 95th (ft) 65 326 4 0 0 0 0 0
Control Delay (s) 32.4 42.5 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS D E A
Approach Delay (s) 40.9 0.8 0.0
Approach LOS E
Intersection Summary
Average Delay 18.3
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
Page 111
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 325 483 94 162 128 300
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 353 525 102 176 139 326
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 279 1423 191
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 279 1423 191
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 72 0 62
cM capacity (veh/h) 1282 108 850
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 353 525 278 465
Volume Left 353 0 0 139
Volume Right 0 0 176 326
cSH 1282 1700 1700 325
Volume to Capacity 0.28 0.31 0.16 1.43
Queue Length 95th (ft) 28 0 0 616
Control Delay (s) 8.9 0.0 0.0 242.4
Lane LOS A F
Approach Delay (s) 3.6 0.0 242.4
Approach LOS F
Intersection Summary
Average Delay 71.5
Intersection Capacity Utilization 50.1% ICU Level of Service A
Analysis Period (min) 15
Page 112
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 346 265 125 221 35 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 376 288 136 240 38 65
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 664 1032 520
vC1, stage 1 conf vol 520
vC2, stage 2 conf vol 512
vCu, unblocked vol 664 1032 520
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 85 85 88
cM capacity (veh/h) 925 262 556
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 664 136 240 38 65
Volume Left 0 136 0 38 0
Volume Right 288 0 0 0 65
cSH 1700 925 1700 262 556
Volume to Capacity 0.39 0.15 0.14 0.15 0.12
Queue Length 95th (ft) 0 13 0 13 10
Control Delay (s) 0.0 9.6 0.0 21.1 12.3
Lane LOS A C B
Approach Delay (s) 0.0 3.5 15.6
Approach LOS C
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Page 113
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.98 0.90
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1804 1613
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1804 1613
Volume (vph) 220 186 161 34 54 185
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 239 202 175 37 59 201
RTOR Reduction (vph) 0 0 14 0 110 0
Lane Group Flow (vph) 239 202 198 0 150 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 22.7 10.2 25.1
Effective Green, g (s) 8.5 23.2 10.7 25.6
Actuated g/C Ratio 0.15 0.41 0.19 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 265 761 340 727
v/s Ratio Prot c0.14 0.11 c0.11 c0.09
v/s Ratio Perm
v/c Ratio 0.90 0.27 0.58 0.21
Uniform Delay, d1 23.7 11.1 21.0 9.4
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 30.3 0.1 1.6 0.6
Delay (s) 54.1 11.2 22.7 10.1
Level of Service D B C B
Approach Delay (s) 34.4 22.7 10.1
Approach LOS C C B
Intersection Summary
HCM Average Control Delay 24.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 56.8 Sum of lost time (s) 12.0
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Page 114
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 594 15 65 5 65 194 0 0 0
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
Hourly flow rate (vph) 5 5 5 646 16 71 5 71 211 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 53 1369 1439 182 1740 1407 52
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 53 1369 1439 182 1740 1407 52
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 57 93 3 71 100 100 100
cM capacity (veh/h) 1509 1498 77 73 739 3 76 1016
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 646 87 76 211
Volume Left 5 646 0 5 0
Volume Right 5 0 71 0 211
cSH 1509 1498 1700 73 739
Volume to Capacity 0.00 0.43 0.05 1.04 0.29
Queue Length 95th (ft) 0 56 0 138 29
Control Delay (s) 2.5 9.2 0.0 216.3 11.8
Lane LOS A A F B
Approach Delay (s) 2.5 8.1 66.0
Approach LOS F
Intersection Summary
Average Delay 24.1
Intersection Capacity Utilization 59.5% ICU Level of Service B
Analysis Period (min) 15
Page 115
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 92 147 447 255 265 327
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 100 160 486 277 288 355
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 100 160 486 277 288 355
Volume Left (vph) 100 0 0 0 288 0
Volume Right (vph) 0 0 0 277 0 355
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.3 7.8 7.0 6.3 7.7 6.5
Degree Utilization, x 0.23 0.35 0.95 0.49 0.62 0.65
Capacity (veh/h) 425 454 501 556 450 542
Control Delay (s) 12.5 13.6 53.9 14.0 21.3 19.4
Approach Delay (s) 13.2 39.4 20.3
Approach LOS B E C
Intersection Summary
Delay 27.9
HCM Level of Service D
Intersection Capacity Utilization 53.3% ICU Level of Service A
Analysis Period (min) 15
Page 116
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1854 1583 1770 1848 1666 1478 1860 1583
Flt Permitted 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1854 1583 1770 1848 1666 1478 1860 1583
Volume (vph) 5 45 407 150 85 5 617 95 210 5 130 10
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 49 442 163 92 5 671 103 228 5 141 11
RTOR Reduction (vph) 0 0 158 0 2 0 0 0 61 0 0 10
Lane Group Flow (vph) 0 54 284 163 95 0 0 774 167 0 146 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.0 57.3 15.7 15.7 50.3 15.7 13.5 13.5
Effective Green, g (s) 7.0 57.3 15.7 15.7 50.3 15.7 13.5 13.5
Actuated g/C Ratio 0.07 0.56 0.15 0.15 0.49 0.15 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 127 947 271 283 818 226 245 208
v/s Ratio Prot c0.03 0.15 0.09 0.05 c0.46 c0.11 c0.08
v/s Ratio Perm 0.03 0.00
v/c Ratio 0.43 0.30 0.60 0.34 0.95 0.74 0.60 0.01
Uniform Delay, d1 45.8 12.0 40.5 38.8 24.8 41.4 41.9 38.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 3.7 0.7 19.4 11.9 3.9 0.0
Delay (s) 48.1 12.2 44.2 39.5 44.2 53.4 45.8 38.7
Level of Service D B D D D D D D
Approach Delay (s) 16.1 42.4 46.3 45.3
Approach LOS B D D D
Intersection Summary
HCM Average Control Delay 37.9 HCM Level of Service D
HCM Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 102.5 Sum of lost time (s) 16.0
Intersection Capacity Utilization 73.4% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 117
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1684 1770 1599 1676 1765 1500 1743 1824
Flt Permitted 0.72 0.72 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1233 1345 1599 1676 1765 1500 1743 1824
Volume (vph) 15 5 30 95 15 240 30 667 30 25 637 25
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 5 33 103 16 261 33 725 33 27 692 27
RTOR Reduction (vph) 0 27 0 0 195 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 27 0 103 82 0 33 725 20 27 717 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 8.2 8.2 8.2 1.2 26.5 26.5 1.2 26.5
Effective Green, g (s) 8.2 8.2 8.2 1.2 26.5 26.5 1.2 26.5
Actuated g/C Ratio 0.17 0.17 0.17 0.03 0.55 0.55 0.03 0.55
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 211 230 274 42 976 830 44 1009
v/s Ratio Prot 0.05 c0.02 c0.41 0.02 0.39
v/s Ratio Perm 0.02 c0.08 0.01
v/c Ratio 0.13 0.45 0.30 0.79 0.74 0.02 0.61 0.71
Uniform Delay, d1 16.8 17.8 17.3 23.2 8.1 4.8 23.1 7.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.4 0.6 62.3 3.1 0.0 22.8 2.4
Delay (s) 17.1 19.2 18.0 85.5 11.2 4.9 45.9 10.3
Level of Service B B B F B A D B
Approach Delay (s) 17.1 18.3 14.0 11.6
Approach LOS B B B B
Intersection Summary
HCM Average Control Delay 14.0 HCM Level of Service B
HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 47.9 Sum of lost time (s) 12.0
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 118
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 165 5 30 0 0 0 0 245 85 506 75 0
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
Hourly flow rate (vph) 179 5 33 0 0 0 0 266 92 550 82 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1315 1540 41 1489 1494 179 82 359
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1315 1540 41 1489 1494 179 82 359
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 91 97 100 100 100 100 54
cM capacity (veh/h) 74 62 1021 50 66 833 1514 1197
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 179 38 178 181 550 41 41
Volume Left 179 0 0 0 550 0 0
Volume Right 0 33 0 92 0 0 0
cSH 74 317 1700 1700 1197 1700 1700
Volume to Capacity 2.42 0.12 0.10 0.11 0.46 0.02 0.02
Queue Length 95th (ft) 427 10 0 0 62 0 0
Control Delay (s) 767.7 17.9 0.0 0.0 10.5 0.0 0.0
Lane LOS F C B
Approach Delay (s) 636.5 0.0 9.2
Approach LOS F
Intersection Summary
Average Delay 119.4
Intersection Capacity Utilization 59.3% ICU Level of Service B
Analysis Period (min) 15
Page 119
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 30 5 226 230 180 0 0 551 456
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
Hourly flow rate (vph) 0 0 0 33 5 246 250 196 0 0 599 496
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1445 1295 299 995 1790 98 1095 196
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1445 1295 299 995 1790 98 1095 196
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 76 89 74 61 100
cM capacity (veh/h) 44 98 697 138 48 939 633 1375
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 35 248 250 98 98 299 299 496
Volume Left 33 0 250 0 0 0 0 0
Volume Right 0 246 0 0 0 0 0 496
cSH 121 782 633 1700 1700 1700 1700 1700
Volume to Capacity 0.29 0.32 0.39 0.06 0.06 0.18 0.18 0.29
Queue Length 95th (ft) 28 34 47 0 0 0 0 0
Control Delay (s) 46.7 11.7 14.3 0.0 0.0 0.0 0.0 0.0
Lane LOS E B B
Approach Delay (s) 16.1 8.0 0.0
Approach LOS C
Intersection Summary
Average Delay 4.5
Intersection Capacity Utilization 59.3% ICU Level of Service B
Analysis Period (min) 15
Page 120
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 220 156 442 178 188 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 239 170 480 193 204 500
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 674 1225 577
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 674 1225 577
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 74 0 3
cM capacity (veh/h) 917 146 516
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 239 170 674 704
Volume Left 239 0 0 204
Volume Right 0 0 193 500
cSH 917 1700 1700 370
Volume to Capacity 0.26 0.10 0.40 1.90
Queue Length 95th (ft) 26 0 0 1184
Control Delay (s) 10.3 0.0 0.0 440.8
Lane LOS B F
Approach Delay (s) 6.0 0.0 440.8
Approach LOS F
Intersection Summary
Average Delay 175.1
Intersection Capacity Utilization 69.2% ICU Level of Service C
Analysis Period (min) 15
Page 121
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 304 40 70 360 260 110
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 330 43 76 391 283 120
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 374 896 352
vC1, stage 1 conf vol 352
vC2, stage 2 conf vol 543
vCu, unblocked vol 374 896 352
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 94 7 83
cM capacity (veh/h) 1185 305 691
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 374 76 391 283 120
Volume Left 0 76 0 283 0
Volume Right 43 0 0 0 120
cSH 1700 1185 1700 305 691
Volume to Capacity 0.22 0.06 0.23 0.93 0.17
Queue Length 95th (ft) 0 5 0 224 16
Control Delay (s) 0.0 8.2 0.0 72.0 11.3
Lane LOS A F B
Approach Delay (s) 0.0 1.3 54.0
Approach LOS F
Intersection Summary
Average Delay 18.0
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
Page 122
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.97 0.89
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1787 1609
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1787 1609
Volume (vph) 235 179 180 54 64 250
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 255 195 196 59 70 272
RTOR Reduction (vph) 0 0 19 0 151 0
Lane Group Flow (vph) 255 195 236 0 191 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 8.0 23.4 10.9 25.1
Effective Green, g (s) 8.5 23.9 11.4 25.6
Actuated g/C Ratio 0.15 0.42 0.20 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 262 774 354 716
v/s Ratio Prot c0.14 0.10 c0.13 c0.12
v/s Ratio Perm
v/c Ratio 0.97 0.25 0.67 0.27
Uniform Delay, d1 24.4 11.0 21.3 10.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 47.7 0.1 3.6 0.9
Delay (s) 72.1 11.0 24.9 11.0
Level of Service E B C B
Approach Delay (s) 45.6 24.9 11.0
Approach LOS D C B
Intersection Summary
HCM Average Control Delay 29.3 HCM Level of Service C
HCM Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 57.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 57.0% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 123
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 314 5 70 0 155 449 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 5 5 327 5 73 0 161 468 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 78 104 772 845 243 1404 811 42
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 78 104 772 845 243 1404 811 42
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 76 100 23 28 100 100 100
cM capacity (veh/h) 1520 1371 224 210 647 8 219 1029
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 327 78 161 468
Volume Left 5 327 0 0 0
Volume Right 5 0 73 0 468
cSH 1520 1371 1700 210 647
Volume to Capacity 0.00 0.24 0.05 0.77 0.72
Queue Length 95th (ft) 0 23 0 133 153
Control Delay (s) 2.5 8.4 0.0 63.4 23.7
Lane LOS A A F C
Approach Delay (s) 2.5 6.8 33.8
Approach LOS D
Intersection Summary
Average Delay 22.9
Intersection Capacity Utilization 54.3% ICU Level of Service A
Analysis Period (min) 15
Page 124
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 262 242 267 295 315 127
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 285 263 290 321 342 138
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 285 263 290 321 342 138
Volume Left (vph) 285 0 0 0 342 0
Volume Right (vph) 0 0 0 321 0 138
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.8 7.3 7.3 6.6 8.0 6.8
Degree Utilization, x 0.62 0.54 0.59 0.59 0.76 0.26
Capacity (veh/h) 448 470 480 524 438 507
Control Delay (s) 21.6 17.3 19.1 17.4 31.2 11.0
Approach Delay (s) 19.5 18.2 25.4
Approach LOS C C D
Intersection Summary
Delay 20.7
HCM Level of Service C
Intersection Capacity Utilization 56.0% ICU Level of Service B
Analysis Period (min) 15
Page 125
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (prot) 1830 1583 1770 1824 1691 1478 1861 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (perm) 1830 1583 1770 1824 1691 1478 1861 1583
Volume (vph) 25 45 547 215 90 15 422 340 360 5 235 110
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 46 558 219 92 15 431 347 367 5 240 112
RTOR Reduction (vph) 0 0 150 0 6 0 0 0 113 0 0 65
Lane Group Flow (vph) 0 72 408 219 101 0 0 778 254 0 245 47
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Effective Green, g (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Actuated g/C Ratio 0.08 0.43 0.21 0.21 0.35 0.21 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 153 751 366 377 584 306 338 288
v/s Ratio Prot 0.04 c0.19 0.12 0.06 c0.46 c0.17 c0.13
v/s Ratio Perm 0.07 0.03
v/c Ratio 0.47 0.54 0.60 0.27 1.33 0.83 0.72 0.16
Uniform Delay, d1 38.3 18.6 31.4 29.1 28.7 33.2 33.7 30.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.8 2.6 0.4 161.0 16.7 7.5 0.3
Delay (s) 40.5 19.4 34.0 29.5 189.6 49.9 41.3 30.5
Level of Service D B C C F D D C
Approach Delay (s) 21.8 32.6 144.8 37.9
Approach LOS C C F D
Intersection Summary
HCM Average Control Delay 82.9 HCM Level of Service F
HCM Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 87.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 84.8% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 126
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus Hyatt Expansion
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1605 1676 1765 1500 1743 1827
Flt Permitted 0.65 0.75 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1097 1393 1605 1676 1765 1500 1743 1827
Volume (vph) 20 5 60 100 20 235 25 867 50 65 907 25
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 21 5 62 104 21 245 26 903 52 68 945 26
RTOR Reduction (vph) 0 52 0 0 161 0 0 0 14 0 1 0
Lane Group Flow (vph) 0 36 0 104 105 0 26 903 38 68 970 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 11.3 11.3 11.3 1.4 42.1 42.1 3.8 44.5
Effective Green, g (s) 11.3 11.3 11.3 1.4 42.1 42.1 3.8 44.5
Actuated g/C Ratio 0.16 0.16 0.16 0.02 0.61 0.61 0.05 0.64
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 179 227 262 34 1074 913 96 1175
v/s Ratio Prot 0.07 0.02 0.51 c0.04 c0.53
v/s Ratio Perm 0.03 c0.07 0.03
v/c Ratio 0.20 0.46 0.40 0.76 0.84 0.04 0.71 0.83
Uniform Delay, d1 25.0 26.2 25.9 33.7 10.9 5.4 32.2 9.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 1.5 1.0 66.1 6.1 0.0 21.2 4.9
Delay (s) 25.6 27.6 26.9 99.8 16.9 5.5 53.3 14.3
Level of Service C C C F B A D B
Approach Delay (s) 25.6 27.1 18.5 16.8
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 19.3 HCM Level of Service B
HCM Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 8.0
Intersection Capacity Utilization 84.0% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 127
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 425 5 115 0 0 0 0 75 25 210 230 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 452 5 122 0 0 0 0 80 27 223 245 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 731 798 122 787 785 53 245 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 731 798 122 787 785 53 245 106
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 98 86 100 100 100 100 85
cM capacity (veh/h) 274 270 906 212 275 1003 1319 1482
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 452 128 53 53 223 122 122
Volume Left 452 0 0 0 223 0 0
Volume Right 0 122 0 27 0 0 0
cSH 274 825 1700 1700 1482 1700 1700
Volume to Capacity 1.65 0.15 0.03 0.03 0.15 0.07 0.07
Queue Length 95th (ft) 708 14 0 0 13 0 0
Control Delay (s) 341.9 10.2 0.0 0.0 7.9 0.0 0.0
Lane LOS F B A
Approach Delay (s) 268.8 0.0 3.8
Approach LOS F
Intersection Summary
Average Delay 136.6
Intersection Capacity Utilization 48.5% ICU Level of Service A
Analysis Period (min) 15
Page 128
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 115 5 560 50 450 0 0 325 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 0 125 5 609 54 489 0 0 353 60
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1318 951 177 774 1011 245 413 489
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1318 951 177 774 1011 245 413 489
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 55 98 19 95 100
cM capacity (veh/h) 21 246 836 278 227 756 1142 1070
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 128 611 54 245 245 177 177 60
Volume Left 125 0 54 0 0 0 0 0
Volume Right 0 609 0 0 0 0 0 60
cSH 276 748 1142 1700 1700 1700 1700 1700
Volume to Capacity 0.46 0.82 0.05 0.14 0.14 0.10 0.10 0.04
Queue Length 95th (ft) 57 221 4 0 0 0 0 0
Control Delay (s) 28.8 27.5 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS D D A
Approach Delay (s) 27.7 0.8 0.0
Approach LOS D
Intersection Summary
Average Delay 12.4
Intersection Capacity Utilization 48.5% ICU Level of Service A
Analysis Period (min) 15
Page 129
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 325 385 85 160 125 300
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 353 418 92 174 136 326
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 267 1305 180
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 267 1305 180
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 73 0 62
cM capacity (veh/h) 1295 128 862
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 353 418 266 462
Volume Left 353 0 0 136
Volume Right 0 0 174 326
cSH 1295 1700 1700 420
Volume to Capacity 0.27 0.25 0.16 1.10
Queue Length 95th (ft) 28 0 0 401
Control Delay (s) 8.8 0.0 0.0 105.1
Lane LOS A F
Approach Delay (s) 4.0 0.0 105.1
Approach LOS F
Intersection Summary
Average Delay 34.4
Intersection Capacity Utilization 49.3% ICU Level of Service A
Analysis Period (min) 15
Page 130
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 330 180 210 210 35 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 359 196 228 228 38 65
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 554 1141 457
vC1, stage 1 conf vol 457
vC2, stage 2 conf vol 685
vCu, unblocked vol 554 1141 457
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 78 82 89
cM capacity (veh/h) 1016 217 604
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 554 228 228 38 65
Volume Left 0 228 0 38 0
Volume Right 196 0 0 0 65
cSH 1700 1016 1700 217 604
Volume to Capacity 0.33 0.22 0.13 0.18 0.11
Queue Length 95th (ft) 0 22 0 15 9
Control Delay (s) 0.0 9.6 0.0 25.0 11.7
Lane LOS A D B
Approach Delay (s) 0.0 4.8 16.6
Approach LOS C
Intersection Summary
Average Delay 3.5
Intersection Capacity Utilization 53.3% ICU Level of Service A
Analysis Period (min) 15
Page 131
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.92
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1846 1652
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1846 1652
Volume (vph) 80 310 385 20 25 35
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 87 337 418 22 27 38
RTOR Reduction (vph) 0 0 3 0 22 0
Lane Group Flow (vph) 87 337 437 0 43 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 6.0 26.4 15.9 25.8
Effective Green, g (s) 6.5 26.9 16.4 26.3
Actuated g/C Ratio 0.11 0.44 0.27 0.43
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 188 819 495 710
v/s Ratio Prot 0.05 c0.18 c0.24 c0.03
v/s Ratio Perm
v/c Ratio 0.46 0.41 0.88 0.06
Uniform Delay, d1 25.7 11.7 21.5 10.2
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.1 16.4 0.2
Delay (s) 26.4 11.9 37.9 10.4
Level of Service C B D B
Approach Delay (s) 14.8 37.9 10.4
Approach LOS B D B
Intersection Summary
HCM Average Control Delay 25.4 HCM Level of Service C
HCM Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 61.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 59.0% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 132
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 675 15 65 5 65 190 0 0 0
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
Hourly flow rate (vph) 5 5 5 734 16 71 5 71 207 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 53 1545 1615 182 1912 1583 52
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 53 1545 1615 182 1912 1583 52
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 51 90 0 72 0 100 100
cM capacity (veh/h) 1509 1498 54 51 739 0 53 1016
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 734 87 76 207
Volume Left 5 734 0 5 0
Volume Right 5 0 71 0 207
cSH 1509 1498 1700 51 739
Volume to Capacity 0.00 0.49 0.05 1.49 0.28
Queue Length 95th (ft) 0 70 0 178 29
Control Delay (s) 2.5 9.7 0.0 428.8 11.8
Lane LOS A A F B
Approach Delay (s) 2.5 8.7 124.0
Approach LOS F
Intersection Summary
Average Delay 37.7
Intersection Capacity Utilization 63.9% ICU Level of Service B
Analysis Period (min) 15
Page 133
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 90 145 487 255 265 368
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 98 158 529 277 288 400
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 98 158 529 277 288 400
Volume Left (vph) 98 0 0 0 288 0
Volume Right (vph) 0 0 0 277 0 400
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.3 7.8 7.2 6.4 7.7 6.6
Degree Utilization, x 0.23 0.34 1.05 0.50 0.62 0.73
Capacity (veh/h) 420 449 497 550 453 538
Control Delay (s) 12.5 13.6 79.8 14.4 21.3 24.0
Approach Delay (s) 13.2 57.3 22.9
Approach LOS B F C
Intersection Summary
Delay 37.3
HCM Level of Service E
Intersection Capacity Utilization 55.3% ICU Level of Service B
Analysis Period (min) 15
Page 134
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1854 1583 1770 1848 1665 1478 1860 1583
Flt Permitted 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1854 1583 1770 1848 1665 1478 1860 1583
Volume (vph) 5 45 405 150 85 5 657 95 210 5 130 10
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 49 440 163 92 5 714 103 228 5 141 11
RTOR Reduction (vph) 0 0 158 0 2 0 0 0 57 0 0 10
Lane Group Flow (vph) 0 54 282 163 95 0 0 817 171 0 146 1
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.0 57.3 15.9 15.9 50.3 15.9 13.5 13.5
Effective Green, g (s) 7.0 57.3 15.9 15.9 50.3 15.9 13.5 13.5
Actuated g/C Ratio 0.07 0.56 0.15 0.15 0.49 0.15 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 126 945 274 286 815 229 244 208
v/s Ratio Prot c0.03 0.15 0.09 0.05 c0.49 c0.12 c0.08
v/s Ratio Perm 0.03 0.00
v/c Ratio 0.43 0.30 0.59 0.33 1.00 0.74 0.60 0.01
Uniform Delay, d1 45.9 12.0 40.4 38.7 26.2 41.5 42.0 38.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 3.4 0.7 32.1 12.3 3.9 0.0
Delay (s) 48.3 12.2 43.8 39.4 58.3 53.8 46.0 38.8
Level of Service D B D D E D D D
Approach Delay (s) 16.2 42.2 57.3 45.5
Approach LOS B D E D
Intersection Summary
HCM Average Control Delay 44.0 HCM Level of Service D
HCM Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 102.7 Sum of lost time (s) 16.0
Intersection Capacity Utilization 75.8% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 135
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1684 1770 1599 1676 1765 1500 1743 1824
Flt Permitted 0.85 0.72 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1447 1345 1599 1676 1765 1500 1743 1824
Volume (vph) 15 5 30 95 15 240 30 707 30 25 635 25
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 5 33 103 16 261 33 768 33 27 690 27
RTOR Reduction (vph) 0 26 0 0 178 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 28 0 103 99 0 33 768 20 27 715 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 10.2 10.2 10.2 1.3 27.9 27.9 1.3 27.9
Effective Green, g (s) 10.2 10.2 10.2 1.3 27.9 27.9 1.3 27.9
Actuated g/C Ratio 0.20 0.20 0.20 0.03 0.54 0.54 0.03 0.54
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 287 267 317 42 958 814 44 990
v/s Ratio Prot 0.06 c0.02 c0.44 0.02 0.39
v/s Ratio Perm 0.02 c0.08 0.01
v/c Ratio 0.10 0.39 0.31 0.79 0.80 0.02 0.61 0.72
Uniform Delay, d1 16.8 17.9 17.6 24.9 9.5 5.4 24.8 8.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.9 0.6 62.3 4.9 0.0 22.8 2.6
Delay (s) 17.0 18.8 18.2 87.2 14.4 5.5 47.6 11.5
Level of Service B B B F B A D B
Approach Delay (s) 17.0 18.3 16.9 12.8
Approach LOS B B B B
Intersection Summary
HCM Average Control Delay 15.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 51.4 Sum of lost time (s) 12.0
Intersection Capacity Utilization 62.5% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 136
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 160 5 30 0 0 0 0 245 85 450 75 0
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
Hourly flow rate (vph) 174 5 33 0 0 0 0 266 92 489 82 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1193 1418 41 1367 1372 179 82 359
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1193 1418 41 1367 1372 179 82 359
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 93 97 100 100 100 100 59
cM capacity (veh/h) 97 80 1021 66 86 833 1514 1197
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 174 38 178 181 489 41 41
Volume Left 174 0 0 0 489 0 0
Volume Right 0 33 0 92 0 0 0
cSH 97 382 1700 1700 1197 1700 1700
Volume to Capacity 1.79 0.10 0.10 0.11 0.41 0.02 0.02
Queue Length 95th (ft) 355 8 0 0 51 0 0
Control Delay (s) 469.1 15.5 0.0 0.0 10.1 0.0 0.0
Lane LOS F C B
Approach Delay (s) 387.7 0.0 8.6
Approach LOS F
Intersection Summary
Average Delay 76.3
Intersection Capacity Utilization 56.0% ICU Level of Service B
Analysis Period (min) 15
Page 137
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 30 5 220 230 175 0 0 495 405
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
Hourly flow rate (vph) 0 0 0 33 5 239 250 190 0 0 538 440
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1375 1228 269 959 1668 95 978 190
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1375 1228 269 959 1668 95 978 190
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 79 91 75 64 100
cM capacity (veh/h) 53 114 729 153 61 943 701 1381
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 35 242 250 95 95 269 269 440
Volume Left 33 0 250 0 0 0 0 0
Volume Right 0 239 0 0 0 0 0 440
cSH 137 812 701 1700 1700 1700 1700 1700
Volume to Capacity 0.26 0.30 0.36 0.06 0.06 0.16 0.16 0.26
Queue Length 95th (ft) 24 31 40 0 0 0 0 0
Control Delay (s) 40.1 11.3 13.0 0.0 0.0 0.0 0.0 0.0
Lane LOS E B B
Approach Delay (s) 15.0 7.4 0.0
Approach LOS B
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 56.0% ICU Level of Service B
Analysis Period (min) 15
Page 138
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 220 145 335 175 185 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 239 158 364 190 201 500
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 554 1095 459
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 554 1095 459
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 76 0 17
cM capacity (veh/h) 1016 181 602
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 239 158 554 701
Volume Left 239 0 0 201
Volume Right 0 0 190 500
cSH 1016 1700 1700 523
Volume to Capacity 0.24 0.09 0.33 1.34
Queue Length 95th (ft) 23 0 0 771
Control Delay (s) 9.6 0.0 0.0 189.2
Lane LOS A F
Approach Delay (s) 5.8 0.0 189.2
Approach LOS F
Intersection Summary
Average Delay 81.7
Intersection Capacity Utilization 63.4% ICU Level of Service B
Analysis Period (min) 15
Page 139
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 290 40 70 345 165 205
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 315 43 76 375 179 223
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked 0.88
vC, conflicting volume 359 864 337
vC1, stage 1 conf vol 337
vC2, stage 2 conf vol 527
vCu, unblocked vol 359 846 337
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 94 39 68
cM capacity (veh/h) 1200 295 705
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 359 76 375 179 223
Volume Left 0 76 0 179 0
Volume Right 43 0 0 0 223
cSH 1700 1200 1700 295 705
Volume to Capacity 0.21 0.06 0.22 0.61 0.32
Queue Length 95th (ft) 0 5 0 92 34
Control Delay (s) 0.0 8.2 0.0 34.4 12.4
Lane LOS A D B
Approach Delay (s) 0.0 1.4 22.2
Approach LOS C
Intersection Summary
Average Delay 7.9
Intersection Capacity Utilization 40.7% ICU Level of Service A
Analysis Period (min) 15
Page 140
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.90
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1839 1626
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1839 1626
Volume (vph) 50 445 315 25 40 100
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 54 484 342 27 43 109
RTOR Reduction (vph) 0 0 5 0 59 0
Lane Group Flow (vph) 54 484 364 0 93 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 4.2 22.2 13.5 26.0
Effective Green, g (s) 4.7 22.7 14.0 26.5
Actuated g/C Ratio 0.08 0.40 0.24 0.46
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 145 739 450 753
v/s Ratio Prot 0.03 c0.26 c0.20 c0.06
v/s Ratio Perm
v/c Ratio 0.37 0.65 0.81 0.12
Uniform Delay, d1 24.9 14.1 20.3 8.7
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 1.6 9.8 0.3
Delay (s) 25.4 15.7 30.1 9.1
Level of Service C B C A
Approach Delay (s) 16.6 30.1 9.1
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 20.3 HCM Level of Service C
HCM Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 57.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 55.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 141
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 310 5 70 0 155 540 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 5 5 323 5 73 0 161 562 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 78 104 763 836 243 1490 802 42
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 78 104 763 836 243 1490 802 42
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 76 100 24 13 100 100 100
cM capacity (veh/h) 1520 1371 228 213 647 4 223 1029
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 323 78 161 562
Volume Left 5 323 0 0 0
Volume Right 5 0 73 0 562
cSH 1520 1371 1700 213 647
Volume to Capacity 0.00 0.24 0.05 0.76 0.87
Queue Length 95th (ft) 0 23 0 130 254
Control Delay (s) 2.5 8.4 0.0 61.0 36.2
Lane LOS A A F E
Approach Delay (s) 2.5 6.8 41.8
Approach LOS E
Intersection Summary
Average Delay 28.9
Intersection Capacity Utilization 59.9% ICU Level of Service B
Analysis Period (min) 15
Page 142
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 308 287 265 295 315 125
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 335 312 288 321 342 136
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 335 312 288 321 342 136
Volume Left (vph) 335 0 0 0 342 0
Volume Right (vph) 0 0 0 321 0 136
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 7.9 7.4 7.5 6.8 8.2 7.0
Degree Utilization, x 0.74 0.64 0.60 0.61 0.78 0.26
Capacity (veh/h) 448 471 459 509 427 491
Control Delay (s) 28.6 21.4 20.0 18.5 33.9 11.3
Approach Delay (s) 25.2 19.2 27.4
Approach LOS D C D
Intersection Summary
Delay 23.7
HCM Level of Service C
Intersection Capacity Utilization 58.5% ICU Level of Service B
Analysis Period (min) 15
Page 143
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (prot) 1830 1583 1770 1824 1691 1478 1861 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (perm) 1830 1583 1770 1824 1691 1478 1861 1583
Volume (vph) 25 45 592 215 90 15 420 340 360 5 235 110
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 46 604 219 92 15 429 347 367 5 240 112
RTOR Reduction (vph) 0 0 150 0 6 0 0 0 114 0 0 65
Lane Group Flow (vph) 0 72 454 219 101 0 0 776 253 0 245 47
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Effective Green, g (s) 7.3 37.5 18.1 18.1 30.2 18.1 15.9 15.9
Actuated g/C Ratio 0.08 0.43 0.21 0.21 0.35 0.21 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 153 751 366 377 584 306 338 288
v/s Ratio Prot 0.04 c0.21 0.12 0.06 c0.46 c0.17 c0.13
v/s Ratio Perm 0.08 0.03
v/c Ratio 0.47 0.60 0.60 0.27 1.33 0.83 0.72 0.16
Uniform Delay, d1 38.3 19.3 31.4 29.1 28.7 33.2 33.7 30.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 1.4 2.6 0.4 159.5 16.4 7.5 0.3
Delay (s) 40.5 20.7 34.0 29.5 188.1 49.6 41.3 30.5
Level of Service D C C C F D D C
Approach Delay (s) 22.8 32.6 143.7 37.9
Approach LOS C C F D
Intersection Summary
HCM Average Control Delay 81.4 HCM Level of Service F
HCM Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 87.5 Sum of lost time (s) 12.0
Intersection Capacity Utilization 84.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 144
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus ODR Extension
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1666 1770 1605 1676 1765 1500 1743 1828
Flt Permitted 0.64 0.74 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1072 1381 1605 1676 1765 1500 1743 1828
Volume (vph) 20 5 60 100 20 235 25 865 50 65 952 25
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 21 5 62 104 21 245 26 901 52 68 992 26
RTOR Reduction (vph) 0 52 0 0 163 0 0 0 14 0 1 0
Lane Group Flow (vph) 0 36 0 104 103 0 26 901 38 68 1017 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 11.4 11.4 11.4 1.5 43.5 43.5 3.8 45.8
Effective Green, g (s) 11.4 11.4 11.4 1.5 43.5 43.5 3.8 45.8
Actuated g/C Ratio 0.16 0.16 0.16 0.02 0.62 0.62 0.05 0.65
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 173 223 259 36 1086 923 94 1184
v/s Ratio Prot 0.06 0.02 0.51 c0.04 c0.56
v/s Ratio Perm 0.03 c0.08 0.03
v/c Ratio 0.21 0.47 0.40 0.72 0.83 0.04 0.72 0.86
Uniform Delay, d1 25.7 26.9 26.6 34.4 10.7 5.4 32.9 9.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 1.5 1.0 52.1 5.4 0.0 23.9 6.4
Delay (s) 26.3 28.4 27.6 86.5 16.1 5.4 56.8 16.3
Level of Service C C C F B A E B
Approach Delay (s) 26.3 27.8 17.4 18.8
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 19.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 70.7 Sum of lost time (s) 8.0
Intersection Capacity Utilization 84.0% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 145
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 430 5 115 0 0 0 0 75 25 215 230 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 457 5 122 0 0 0 0 80 27 229 245 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 742 809 122 798 795 53 245 106
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 742 809 122 798 795 53 245 106
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 98 86 100 100 100 100 85
cM capacity (veh/h) 268 265 906 208 269 1003 1319 1482
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 457 128 53 53 229 122 122
Volume Left 457 0 0 0 229 0 0
Volume Right 0 122 0 27 0 0 0
cSH 268 823 1700 1700 1482 1700 1700
Volume to Capacity 1.71 0.16 0.03 0.03 0.15 0.07 0.07
Queue Length 95th (ft) 737 14 0 0 14 0 0
Control Delay (s) 366.2 10.2 0.0 0.0 7.9 0.0 0.0
Lane LOS F B A
Approach Delay (s) 288.5 0.0 3.8
Approach LOS F
Intersection Summary
Average Delay 146.5
Intersection Capacity Utilization 49.1% ICU Level of Service A
Analysis Period (min) 15
Page 146
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 115 5 566 50 455 0 0 330 59
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
Hourly flow rate (vph) 0 0 0 125 5 615 54 495 0 0 359 64
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1333 962 179 783 1026 247 423 495
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1333 962 179 783 1026 247 423 495
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 54 98 18 95 100
cM capacity (veh/h) 19 242 833 274 222 753 1133 1065
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 128 618 54 247 247 179 179 64
Volume Left 125 0 54 0 0 0 0 0
Volume Right 0 615 0 0 0 0 0 64
cSH 272 745 1133 1700 1700 1700 1700 1700
Volume to Capacity 0.47 0.83 0.05 0.15 0.15 0.11 0.11 0.04
Queue Length 95th (ft) 59 231 4 0 0 0 0 0
Control Delay (s) 29.4 28.7 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS D D A
Approach Delay (s) 28.8 0.8 0.0
Approach LOS D
Intersection Summary
Average Delay 12.8
Intersection Capacity Utilization 49.1% ICU Level of Service A
Analysis Period (min) 15
Page 147
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 325 396 94 163 133 300
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 353 430 102 177 145 326
Pedestrians 1
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked
vC, conflicting volume 280 1329 192
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 280 1329 192
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 72 0 62
cM capacity (veh/h) 1281 124 849
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 353 430 279 471
Volume Left 353 0 0 145
Volume Right 0 0 177 326
cSH 1281 1700 1700 369
Volume to Capacity 0.28 0.25 0.16 1.27
Queue Length 95th (ft) 28 0 0 526
Control Delay (s) 8.9 0.0 0.0 173.2
Lane LOS A F
Approach Delay (s) 4.0 0.0 173.2
Approach LOS F
Intersection Summary
Average Delay 55.2
Intersection Capacity Utilization 50.4% ICU Level of Service A
Analysis Period (min) 15
Page 148
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 349 180 211 222 35 65
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 379 196 229 241 38 71
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked
vC, conflicting volume 575 1177 477
vC1, stage 1 conf vol 477
vC2, stage 2 conf vol 700
vCu, unblocked vol 575 1177 477
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 77 82 88
cM capacity (veh/h) 998 211 588
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 575 229 241 38 71
Volume Left 0 229 0 38 0
Volume Right 196 0 0 0 71
cSH 1700 998 1700 211 588
Volume to Capacity 0.34 0.23 0.14 0.18 0.12
Queue Length 95th (ft) 0 22 0 16 10
Control Delay (s) 0.0 9.7 0.0 25.8 12.0
Lane LOS A D B
Approach Delay (s) 0.0 4.7 16.8
Approach LOS C
Intersection Summary
Average Delay 3.5
Intersection Capacity Utilization 54.4% ICU Level of Service A
Analysis Period (min) 15
Page 149
HCM Signalized Intersection Capacity Analysis AM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.92
Flt Protected 0.95 1.00 1.00 0.98
Satd. Flow (prot) 1770 1863 1846 1649
Flt Permitted 0.95 1.00 1.00 0.98
Satd. Flow (perm) 1770 1863 1846 1649
Volume (vph) 90 324 396 20 25 37
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 98 352 430 22 27 40
RTOR Reduction (vph) 0 0 3 0 23 0
Lane Group Flow (vph) 98 352 449 0 44 0
Confl. Peds. (#/hr) 15 8
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 5.9 26.6 16.2 25.8
Effective Green, g (s) 6.4 27.1 16.7 26.3
Actuated g/C Ratio 0.10 0.44 0.27 0.43
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 184 822 502 706
v/s Ratio Prot c0.06 0.19 c0.24 c0.03
v/s Ratio Perm
v/c Ratio 0.53 0.43 0.89 0.06
Uniform Delay, d1 26.1 11.8 21.5 10.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.1 17.8 0.2
Delay (s) 27.6 11.9 39.3 10.5
Level of Service C B D B
Approach Delay (s) 15.3 39.3 10.5
Approach LOS B D B
Intersection Summary
HCM Average Control Delay 26.2 HCM Level of Service C
HCM Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 61.4 Sum of lost time (s) 12.0
Intersection Capacity Utilization 59.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 150
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 683 15 65 5 65 204 0 0 0
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
Hourly flow rate (vph) 5 5 5 742 16 71 5 71 222 0 0 0
Pedestrians 132 42
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 11 4
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 53 1562 1633 182 1944 1600 52
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 53 1562 1633 182 1944 1600 52
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 50 90 0 70 0 100 100
cM capacity (veh/h) 1509 1498 52 49 739 0 51 1016
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 742 87 76 222
Volume Left 5 742 0 5 0
Volume Right 5 0 71 0 222
cSH 1509 1498 1700 49 739
Volume to Capacity 0.00 0.50 0.05 1.54 0.30
Queue Length 95th (ft) 0 71 0 182 32
Control Delay (s) 2.5 9.7 0.0 456.4 11.9
Lane LOS A A F B
Approach Delay (s) 2.5 8.7 125.5
Approach LOS F
Intersection Summary
Average Delay 39.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min) 15
Page 151
HCM Unsignalized Intersection Capacity Analysis AM Peak Hour
7: 1st St. & B St. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 92 157 492 257 278 371
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 100 171 535 279 302 403
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 100 171 535 279 302 403
Volume Left (vph) 100 0 0 0 302 0
Volume Right (vph) 0 0 0 279 0 403
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.3 7.8 7.2 6.5 7.8 6.6
Degree Utilization, x 0.23 0.37 1.07 0.50 0.65 0.74
Capacity (veh/h) 418 447 493 542 452 535
Control Delay (s) 12.6 14.2 86.3 14.7 23.0 24.7
Approach Delay (s) 13.6 61.8 24.0
Approach LOS B F C
Intersection Summary
Delay 39.6
HCM Level of Service E
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
Page 152
HCM Signalized Intersection Capacity Analysis AM Peak Hour
8: 1st St. & E St. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (prot) 1854 1583 1770 1848 1665 1478 1860 1583
Flt Permitted 1.00 1.00 0.95 1.00 0.96 1.00 1.00 1.00
Satd. Flow (perm) 1854 1583 1770 1848 1665 1478 1860 1583
Volume (vph) 5 45 432 161 85 5 664 96 212 5 135 10
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 49 470 175 92 5 722 104 230 5 147 11
RTOR Reduction (vph) 0 0 149 0 2 0 0 0 57 0 0 9
Lane Group Flow (vph) 0 54 321 175 95 0 0 826 173 0 152 2
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.0 57.3 16.1 16.1 50.3 16.1 13.7 13.7
Effective Green, g (s) 7.0 57.3 16.1 16.1 50.3 16.1 13.7 13.7
Actuated g/C Ratio 0.07 0.56 0.16 0.16 0.49 0.16 0.13 0.13
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 126 941 276 289 812 231 247 210
v/s Ratio Prot 0.03 c0.17 0.10 0.05 c0.50 c0.12 c0.08
v/s Ratio Perm 0.04 0.00
v/c Ratio 0.43 0.34 0.63 0.33 1.02 0.75 0.62 0.01
Uniform Delay, d1 46.1 12.6 40.7 38.7 26.4 41.6 42.2 38.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.2 4.7 0.7 36.0 12.4 4.5 0.0
Delay (s) 48.5 12.8 45.4 39.4 62.4 53.9 46.7 38.8
Level of Service D B D D E D D D
Approach Delay (s) 16.5 43.3 60.5 46.2
Approach LOS B D E D
Intersection Summary
HCM Average Control Delay 45.6 HCM Level of Service D
HCM Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 103.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 77.1% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Page 153
HCM Signalized Intersection Capacity Analysis AM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus ODR, Davis Hotell, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.92 1.00 0.86 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1682 1770 1599 1676 1765 1500 1743 1822
Flt Permitted 0.82 0.72 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1397 1337 1599 1676 1765 1500 1743 1822
Volume (vph) 17 5 34 98 15 240 55 715 31 25 670 33
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 5 37 107 16 261 60 777 34 27 728 36
RTOR Reduction (vph) 0 30 0 0 177 0 0 0 13 0 2 0
Lane Group Flow (vph) 0 30 0 107 100 0 60 777 21 27 762 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 10.5 10.5 10.5 2.2 29.4 29.4 1.4 28.6
Effective Green, g (s) 10.5 10.5 10.5 2.2 29.4 29.4 1.4 28.6
Actuated g/C Ratio 0.20 0.20 0.20 0.04 0.55 0.55 0.03 0.54
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 275 263 315 69 974 827 46 978
v/s Ratio Prot 0.06 c0.04 c0.44 0.02 0.42
v/s Ratio Perm 0.02 c0.08 0.01
v/c Ratio 0.11 0.41 0.32 0.87 0.80 0.03 0.59 0.78
Uniform Delay, d1 17.6 18.7 18.3 25.4 9.6 5.4 25.7 9.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 1.0 0.6 64.4 4.6 0.0 17.7 4.0
Delay (s) 17.7 19.7 18.9 89.8 14.2 5.4 43.3 13.8
Level of Service B B B F B A D B
Approach Delay (s) 17.7 19.1 19.1 14.8
Approach LOS B B B B
Intersection Summary
HCM Average Control Delay 17.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 53.3 Sum of lost time (s) 8.0
Intersection Capacity Utilization 71.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 154
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
1: I-80 EB & Old Davis Rd. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 164 5 30 0 0 0 0 245 85 455 75 0
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
Hourly flow rate (vph) 178 5 33 0 0 0 0 266 92 495 82 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1204 1429 41 1378 1383 179 82 359
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1204 1429 41 1378 1383 179 82 359
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 93 97 100 100 100 100 59
cM capacity (veh/h) 95 78 1021 65 84 833 1514 1197
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 178 38 178 181 495 41 41
Volume Left 178 0 0 0 495 0 0
Volume Right 0 33 0 92 0 0 0
cSH 95 376 1700 1700 1197 1700 1700
Volume to Capacity 1.88 0.10 0.10 0.11 0.41 0.02 0.02
Queue Length 95th (ft) 373 8 0 0 52 0 0
Control Delay (s) 509.1 15.7 0.0 0.0 10.1 0.0 0.0
Lane LOS F C B
Approach Delay (s) 422.3 0.0 8.7
Approach LOS F
Intersection Summary
Average Delay 83.7
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
Page 155
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
2: I-80 WB & Old Davis Rd. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 0 0 0 30 5 225 230 179 0 0 500 410
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
Hourly flow rate (vph) 0 0 0 33 5 245 250 195 0 0 543 446
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1388 1238 272 966 1684 97 989 195
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1388 1238 272 966 1684 97 989 195
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 100 78 91 74 64 100
cM capacity (veh/h) 51 112 726 150 60 940 695 1376
Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 35 247 250 97 97 272 272 446
Volume Left 33 0 250 0 0 0 0 0
Volume Right 0 245 0 0 0 0 0 446
cSH 135 809 695 1700 1700 1700 1700 1700
Volume to Capacity 0.26 0.31 0.36 0.06 0.06 0.16 0.16 0.26
Queue Length 95th (ft) 25 32 41 0 0 0 0 0
Control Delay (s) 41.0 11.4 13.1 0.0 0.0 0.0 0.0 0.0
Lane LOS E B B
Approach Delay (s) 15.1 7.3 0.0
Approach LOS C
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
Page 156
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
3: Old Davis Rd. & California Ave. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 220 154 345 183 189 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 239 167 375 199 205 500
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 6
Median type None
Median storage veh)
Upstream signal (ft) 1047
pX, platoon unblocked 0.99 0.99 0.99
vC, conflicting volume 574 1120 474
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 568 1122 467
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 76 0 15
cM capacity (veh/h) 991 171 588
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 239 167 574 705
Volume Left 239 0 0 205
Volume Right 0 0 199 500
cSH 991 1700 1700 465
Volume to Capacity 0.24 0.10 0.34 1.52
Queue Length 95th (ft) 24 0 0 930
Control Delay (s) 9.8 0.0 0.0 266.9
Lane LOS A F
Approach Delay (s) 5.8 0.0 266.9
Approach LOS F
Intersection Summary
Average Delay 113.1
Intersection Capacity Utilization 64.5% ICU Level of Service C
Analysis Period (min) 15
Page 157
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
4: Old Davis Rd. & Hilgard Ln. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 303 40 75 363 165 206
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 329 43 82 395 179 224
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh) 0
Upstream signal (ft) 627
pX, platoon unblocked 0.87
vC, conflicting volume 373 909 351
vC1, stage 1 conf vol 351
vC2, stage 2 conf vol 558
vCu, unblocked vol 373 895 351
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s) 5.4
tF (s) 2.2 3.5 3.3
p0 queue free % 93 36 68
cM capacity (veh/h) 1186 281 692
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 373 82 395 179 224
Volume Left 0 82 0 179 0
Volume Right 43 0 0 0 224
cSH 1700 1186 1700 281 692
Volume to Capacity 0.22 0.07 0.23 0.64 0.32
Queue Length 95th (ft) 0 6 0 101 35
Control Delay (s) 0.0 8.3 0.0 38.0 12.7
Lane LOS A E B
Approach Delay (s) 0.0 1.4 23.9
Approach LOS C
Intersection Summary
Average Delay 8.3
Intersection Capacity Utilization 41.7% ICU Level of Service A
Analysis Period (min) 15
Page 158
HCM Signalized Intersection Capacity Analysis PM Peak Hour
5: Old Davis Rd. & Mrak Hall Dr. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 0.90
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1770 1863 1840 1622
Flt Permitted 0.95 1.00 1.00 0.99
Satd. Flow (perm) 1770 1863 1840 1622
Volume (vph) 52 457 328 25 40 110
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 57 497 357 27 43 120
RTOR Reduction (vph) 0 0 5 0 65 0
Lane Group Flow (vph) 57 497 379 0 98 0
Confl. Peds. (#/hr) 12 7
Turn Type Prot
Protected Phases 7 4 8 6
Permitted Phases
Actuated Green, G (s) 4.2 22.6 13.9 26.1
Effective Green, g (s) 4.7 23.1 14.4 26.6
Actuated g/C Ratio 0.08 0.40 0.25 0.46
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 144 746 459 748
v/s Ratio Prot 0.03 c0.27 c0.21 c0.06
v/s Ratio Perm
v/c Ratio 0.40 0.67 0.83 0.13
Uniform Delay, d1 25.2 14.1 20.5 8.9
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 1.8 11.1 0.4
Delay (s) 25.8 15.9 31.6 9.3
Level of Service C B C A
Approach Delay (s) 16.9 31.6 9.3
Approach LOS B C A
Intersection Summary
HCM Average Control Delay 20.9 HCM Level of Service C
HCM Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 57.7 Sum of lost time (s) 12.0
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Page 159
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Volume (veh/h) 5 5 5 326 5 72 0 155 548 0 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 5 5 340 5 75 0 161 571 0 0 0
Pedestrians 141 94
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 12 8
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 80 104 797 872 243 1533 837 43
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 80 104 797 872 243 1533 837 43
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 75 100 19 12 100 100 100
cM capacity (veh/h) 1518 1371 214 200 647 3 209 1028
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 16 340 80 161 571
Volume Left 5 340 0 0 0
Volume Right 5 0 75 0 571
cSH 1518 1371 1700 200 647
Volume to Capacity 0.00 0.25 0.05 0.81 0.88
Queue Length 95th (ft) 0 25 0 144 265
Control Delay (s) 2.5 8.5 0.0 71.7 37.9
Lane LOS A A F E
Approach Delay (s) 2.5 6.9 45.4
Approach LOS E
Intersection Summary
Average Delay 30.9
Intersection Capacity Utilization 60.4% ICU Level of Service B
Analysis Period (min) 15
Page 160
HCM Unsignalized Intersection Capacity Analysis PM Peak Hour
7: 1st St. & B St. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 311 292 280 306 317 128
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 338 317 304 333 345 139
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2
Volume Total (vph) 338 317 304 333 345 139
Volume Left (vph) 338 0 0 0 345 0
Volume Right (vph) 0 0 0 333 0 139
Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67
Departure Headway (s) 8.0 7.5 7.6 6.9 8.3 7.1
Degree Utilization, x 0.75 0.66 0.64 0.63 0.80 0.27
Capacity (veh/h) 434 467 458 507 424 485
Control Delay (s) 30.1 22.6 21.9 19.7 35.5 11.6
Approach Delay (s) 26.4 20.8 28.6
Approach LOS D C D
Intersection Summary
Delay 25.0
HCM Level of Service C
Intersection Capacity Utilization 59.5% ICU Level of Service B
Analysis Period (min) 15
Page 161
HCM Signalized Intersection Capacity Analysis PM Peak Hour
8: 1st St. & E St. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 3% 0%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85
Flt Protected 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (prot) 1830 1583 1770 1824 1690 1478 1861 1583
Flt Permitted 0.98 1.00 0.95 1.00 0.97 1.00 1.00 1.00
Satd. Flow (perm) 1830 1583 1770 1824 1690 1478 1861 1583
Volume (vph) 25 45 599 217 90 15 448 345 371 5 236 110
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 46 611 221 92 15 457 352 379 5 241 112
RTOR Reduction (vph) 0 0 150 0 6 0 0 0 112 0 0 65
Lane Group Flow (vph) 0 72 461 221 101 0 0 809 267 0 246 47
Turn Type Split pm+ov Split Split custom Split Perm
Protected Phases 2 2 8 6 6 8 8 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 7.3 37.4 18.9 18.9 30.1 18.9 16.0 16.0
Effective Green, g (s) 7.3 37.4 18.9 18.9 30.1 18.9 16.0 16.0
Actuated g/C Ratio 0.08 0.42 0.21 0.21 0.34 0.21 0.18 0.18
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 151 742 379 390 576 316 337 287
v/s Ratio Prot 0.04 c0.21 0.12 0.06 c0.48 c0.18 c0.13
v/s Ratio Perm 0.08 0.03
v/c Ratio 0.48 0.62 0.58 0.26 1.40 0.85 0.73 0.16
Uniform Delay, d1 38.7 19.9 31.2 28.9 29.1 33.3 34.1 30.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 1.6 2.3 0.4 192.3 18.4 7.7 0.3
Delay (s) 41.0 21.5 33.4 29.2 221.4 51.7 41.8 30.8
Level of Service D C C C F D D C
Approach Delay (s) 23.6 32.1 167.3 38.4
Approach LOS C C F D
Intersection Summary
HCM Average Control Delay 93.5 HCM Level of Service F
HCM Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 88.3 Sum of lost time (s) 12.0
Intersection Capacity Utilization 86.7% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 162
HCM Signalized Intersection Capacity Analysis PM Peak Hour
9: Olive Dr. & Richards Blvd. Cumulative Plus ODR, Davis Hotel, & Hyatt
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1800 1800 1800 1900 1900 1900
Grade (%) 0% 0% 0% 3%
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1661 1770 1605 1676 1765 1500 1743 1827
Flt Permitted 0.59 0.64 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 996 1190 1605 1676 1765 1500 1743 1827
Volume (vph) 28 5 85 101 20 235 29 901 53 65 960 27
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 29 5 89 105 21 245 30 939 55 68 1000 28
RTOR Reduction (vph) 0 74 0 0 155 0 0 0 15 0 1 0
Lane Group Flow (vph) 0 49 0 105 111 0 30 939 40 68 1027 0
Turn Type Perm Perm Prot Perm Prot
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2
Actuated Green, G (s) 11.7 11.7 11.7 1.5 43.5 43.5 3.8 45.8
Effective Green, g (s) 11.7 11.7 11.7 1.5 43.5 43.5 3.8 45.8
Actuated g/C Ratio 0.16 0.16 0.16 0.02 0.61 0.61 0.05 0.65
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 164 196 264 35 1081 919 93 1179
v/s Ratio Prot 0.07 0.02 0.53 c0.04 c0.56
v/s Ratio Perm 0.05 c0.09 0.03
v/c Ratio 0.30 0.54 0.42 0.86 0.87 0.04 0.73 0.87
Uniform Delay, d1 26.0 27.2 26.6 34.6 11.4 5.5 33.1 10.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 2.8 1.1 94.8 7.6 0.0 25.3 7.3
Delay (s) 27.1 30.0 27.7 129.4 19.0 5.5 58.4 17.5
Level of Service C C C F B A E B
Approach Delay (s) 27.1 28.3 21.5 20.0
Approach LOS C C C C
Intersection Summary
HCM Average Control Delay 22.1 HCM Level of Service C
HCM Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 71.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 86.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
Page 163
HCM Signalized Intersection Capacity Analysis AM Peak Hour
6: 1st St. & A St. Cumulative Mitigated
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
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 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.98 1.00 1.00 1.00 0.85
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.95 1.00 0.88 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1715 1770 1635 1857 1343
Flt Permitted 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1743 1770 1635 1857 1343
Volume (vph) 5 5 5 683 15 65 5 65 204 0 0 0
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 5 5 742 16 71 5 71 222 0 0 0
RTOR Reduction (vph) 0 5 0 0 29 0 0 0 175 0 0 0
Lane Group Flow (vph) 0 10 0 742 58 0 0 76 47 0 0 0
Confl. Peds. (#/hr) 42 42 132
Turn Type Perm Prot Perm Perm
Protected Phases 4 3 8 2
Permitted Phases 4 2 2
Actuated Green, G (s) 2.3 17.8 24.1 8.6 8.6
Effective Green, g (s) 2.3 17.8 24.1 8.6 8.6
Actuated g/C Ratio 0.06 0.44 0.59 0.21 0.21
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 98 774 968 392 284
v/s Ratio Prot c0.42 c0.04
v/s Ratio Perm 0.01 0.04 0.03
v/c Ratio 0.10 0.96 0.06 0.19 0.17
Uniform Delay, d1 18.2 11.1 3.5 13.2 13.1
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 22.5 0.0 0.2 0.3
Delay (s) 18.7 33.6 3.5 13.4 13.4
Level of Service B C A B B
Approach Delay (s) 18.7 30.4 13.4 0.0
Approach LOS B C B A
Intersection Summary
HCM Average Control Delay 25.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 40.7 Sum of lost time (s) 8.0
Intersection Capacity Utilization 67.7% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 164
HCM Signalized Intersection Capacity Analysis PM Peak Hour
6: 1st St. & A St. Cumulative Mitigated
Hyatt Expansion TIS Synchro 6 Report
Fehr & Peers Associates, Inc. 5/27/2011
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
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 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.96 1.00 1.00 1.00 0.84
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.95 1.00 0.86 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1685 1770 1601 1863 1323
Flt Permitted 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1713 1770 1601 1863 1323
Volume (vph) 5 5 5 326 5 72 0 155 548 0 0 0
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 5 5 5 340 5 75 0 161 571 0 0 0
RTOR Reduction (vph) 0 5 0 0 40 0 0 0 378 0 0 0
Lane Group Flow (vph) 0 10 0 340 40 0 0 161 193 0 0 0
Confl. Peds. (#/hr) 94 94 141
Turn Type Perm Prot Perm Perm
Protected Phases 4 3 8 2
Permitted Phases 4 2 2
Actuated Green, G (s) 2.4 13.3 19.7 14.1 14.1
Effective Green, g (s) 2.4 13.3 19.7 14.1 14.1
Actuated g/C Ratio 0.06 0.32 0.47 0.34 0.34
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 98 563 755 628 446
v/s Ratio Prot c0.19 c0.03 0.09
v/s Ratio Perm 0.01 c0.15
v/c Ratio 0.10 0.60 0.05 0.26 0.43
Uniform Delay, d1 18.7 12.0 6.0 10.0 10.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 1.8 0.0 0.2 0.7
Delay (s) 19.2 13.9 6.0 10.3 11.4
Level of Service B B A B B
Approach Delay (s) 19.2 12.4 11.2 0.0
Approach LOS B B B A
Intersection Summary
HCM Average Control Delay 11.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 41.8 Sum of lost time (s) 8.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Page 165
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
30
6
0
12
8
0 163
87
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative No Project
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 25
0
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
434
Direction Lanes Lane Flow LanesN 39
3 495 0
0 1
128 87 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 25
0
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
81
1
Old Davis Road
Total 50% 0
939 332
1 All 434 0 1 1130 0.42 5.9 A 52 332 0
607
North
South
81
1
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 479
No 0 0 0 0 0
Total 434 50% 5.9 A
1 All 811 0 1 1130 0.78 14.2 B 210Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 811 50% 14.2 BTotal (vph) 0 0 0 0 0 125 0 300 0 325 470 0 0 0 85 160
1 All 250 0 1 1130 0.24 4.4 A 24
Northbound Southbound Eastbound WestboundEast
South
81
1
0
Ca
lifo
rnia
Ave
nu
e
1 All 250 0 1 1130 0.24 4.4 A 24Trucks 0 0 0 0 0 3 0 6 0 7 9 0 0 0 2 3
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 122 0 294 0 318 461 0 0 0 83 157
Total 250 50% 4.4 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,495 10.2 BTotal (pcph) 0 0 0 0 0 128 0 306 0 332 479 0 0 0 87 163
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 166
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
46
9
0
18
9
0 179
439
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative No Project
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 61
8
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
658
Direction Lanes Lane Flow LanesN 90
8 403 0
0 1
189 439 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 61
8
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
37
2
Old Davis Road
Total 50% 0
561 224
1 All 658 0 1 1130 0.63 9.1 A 118 224 0
337
North
South
37
2
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 148
No 0 0 0 0 0
Total 658 50% 9.1 A
1 All 372 0 1 1130 0.36 5.3 A 41Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 372 50% 5.3 ATotal (vph) 0 0 0 0 0 185 0 460 0 220 145 0 0 0 430 175
1 All 618 0 1 1130 0.59 8.3 A 103
Northbound Southbound Eastbound WestboundEast
South
37
2
0
Ca
lifo
rnia
Ave
nu
e
1 All 618 0 1 1130 0.59 8.3 A 103Trucks 0 0 0 0 0 4 0 9 0 4 3 0 0 0 9 4
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 181 0 451 0 216 142 0 0 0 421 171
Total 618 50% 8.3 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,648 8.0 ATotal (pcph) 0 0 0 0 0 189 0 469 0 224 148 0 0 0 439 179
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 167
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
30
6
0
13
3
0 164
87
439
25
1
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Davis Hotel
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph)Direction Lanes Lane Flow Lanes
N 393 496 0
0 1
133 87 0
Old Davis Road
25
1
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph)
Bypass? 1
No
81
1
Old Davis Road
Old Davis Road
North
Total 50% 0
944 332
1 All 439 0 1 1130 0.42 5.9 A 53 332 0
612
81
1
Ca
lifo
rnia
Ave
nu
e
North
SouthBypass? 1 479
No 0 0 0 0 0
Total 439 50% 5.9 A
1 All 811 0 1 1130 0.78 14.2 B 210Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 811 50% 14.2 BTotal (vph) 0 0 0 0 0 130 0 300 0 325 470 0 0 0 85 161
1 All 251 0 1 1130 0.24 4.4 A 24
81
1
0
Ca
lifo
rnia
Ave
nu
e
East
South
Northbound Southbound Eastbound Westbound
1 All 251 0 1 1130 0.24 4.4 A 24Trucks 0 0 0 0 0 3 0 6 0 7 9 0 0 0 2 3
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 127 0 294 0 318 461 0 0 0 83 158
Total 251 50% 4.4 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,501 10.1 BTotal (pcph) 0 0 0 0 0 133 0 306 0 332 479 0 0 0 87 164
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
West
Northbound Southbound Eastbound Westbound
Fehr & Peers 5/27/2011
Page 168
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
46
9
0
19
0
0 184
439
659
62
3
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Davis Hotel
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph)Direction Lanes Lane Flow Lanes
N 908 408 0
0 1
190 439 0
Old Davis Road
62
3
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph)
Bypass? 1
No
37
2
Old Davis Road
Old Davis Road
North
Total 50% 0
562 224
1 All 659 0 1 1130 0.63 9.2 A 119 224 0
338
37
2
Ca
lifo
rnia
Ave
nu
e
North
SouthBypass? 1 148
No 0 0 0 0 0
Total 659 50% 9.2 A
1 All 372 0 1 1130 0.36 5.3 A 41Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 372 50% 5.3 ATotal (vph) 0 0 0 0 0 186 0 460 0 220 145 0 0 0 430 180
1 All 623 0 1 1130 0.60 8.4 A 104
37
2
0
Ca
lifo
rnia
Ave
nu
e
East
South
Northbound Southbound Eastbound Westbound
1 All 623 0 1 1130 0.60 8.4 A 104Trucks 0 0 0 0 0 4 0 9 0 4 3 0 0 0 9 4
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 182 0 451 0 216 142 0 0 0 421 176
Total 623 50% 8.4 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,654 8.0 ATotal (pcph) 0 0 0 0 0 190 0 469 0 224 148 0 0 0 439 184
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
West
Northbound Southbound Eastbound Westbound
Fehr & Peers 5/27/2011
Page 169
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
30
6
0
13
1
0 165
96
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Hyatt
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 26
1
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
437
Direction Lanes Lane Flow LanesN 40
2 497 0
0 1
131 96 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 26
1
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
82
5
Old Davis Road
Total 50% 0
956 332
1 All 437 0 1 1130 0.42 5.9 A 53 332 0
624
North
South
82
5
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 493
No 0 0 0 0 0
Total 437 50% 5.9 A
1 All 825 0 1 1130 0.79 14.9 B 221Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 825 50% 14.9 BTotal (vph) 0 0 0 0 0 128 0 300 0 325 483 0 0 0 94 162
1 All 261 0 1 1130 0.25 4.5 A 25
Northbound Southbound Eastbound WestboundEast
South
82
5
0
Ca
lifo
rnia
Ave
nu
e
1 All 261 0 1 1130 0.25 4.5 A 25Trucks 0 0 0 0 0 3 0 6 0 7 10 0 0 0 2 3
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 125 0 294 0 318 473 0 0 0 92 159
Total 261 50% 4.5 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,523 10.6 BTotal (pcph) 0 0 0 0 0 131 0 306 0 332 493 0 0 0 96 165
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 170
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
46
9
0
19
2
0 182
451
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Hyatt
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 63
3
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
661
Direction Lanes Lane Flow LanesN 92
0 406 0
0 1
192 451 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 63
3
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
38
3
Old Davis Road
Total 50% 0
575 224
1 All 661 0 1 1130 0.64 9.2 A 120 224 0
351
North
South
38
3
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 159
No 0 0 0 0 0
Total 661 50% 9.2 A
1 All 383 0 1 1130 0.37 5.4 A 43Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 383 50% 5.4 ATotal (vph) 0 0 0 0 0 188 0 460 0 220 156 0 0 0 442 178
1 All 633 0 1 1130 0.61 8.6 A 108
Northbound Southbound Eastbound WestboundEast
South
38
3
0
Ca
lifo
rnia
Ave
nu
e
1 All 633 0 1 1130 0.61 8.6 A 108Trucks 0 0 0 0 0 4 0 9 0 4 3 0 0 0 9 4
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 184 0 451 0 216 153 0 0 0 433 174
Total 633 50% 8.6 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,677 8.1 ATotal (pcph) 0 0 0 0 0 192 0 469 0 224 159 0 0 0 451 182
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 171
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
30
6
0
12
8
0 163
87
434
25
0
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Old Davis Road
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph)Direction Lanes Lane Flow Lanes
N 393 495 0
0 1
128 87 0
Old Davis Road
25
0
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph)
Bypass? 1
No
72
5
Old Davis Road
Old Davis Road
North
Total 50% 0
853 332
1 All 434 0 1 1130 0.42 5.9 A 52 332 0
521
72
5
Ca
lifo
rnia
Ave
nu
e
North
SouthBypass? 1 393
No 0 0 0 0 0
Total 434 50% 5.9 A
1 All 725 0 1 1130 0.70 10.9 B 151Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 725 50% 10.9 BTotal (vph) 0 0 0 0 0 125 0 300 0 325 385 0 0 0 85 160
1 All 250 0 1 1130 0.24 4.4 A 24
72
5
0
Ca
lifo
rnia
Ave
nu
e
East
South
Northbound Southbound Eastbound Westbound
1 All 250 0 1 1130 0.24 4.4 A 24Trucks 0 0 0 0 0 3 0 6 0 7 8 0 0 0 2 3
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 122 0 294 0 318 377 0 0 0 83 157
Total 250 50% 4.4 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,409 8.2 ATotal (pcph) 0 0 0 0 0 128 0 306 0 332 393 0 0 0 87 163
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
West
Northbound Southbound Eastbound Westbound
Fehr & Peers 5/27/2011
Page 172
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
46
9
0
18
9
0 179
342
658
52
1
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus Old Davis Road
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph)Direction Lanes Lane Flow Lanes
N 811 403 0
0 1
189 342 0
Old Davis Road
52
1
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph)
Bypass? 1
No
37
2
Old Davis Road
Old Davis Road
North
Total 50% 0
561 224
1 All 658 0 1 1130 0.63 9.1 A 118 224 0
337
37
2
Ca
lifo
rnia
Ave
nu
e
North
SouthBypass? 1 148
No 0 0 0 0 0
Total 658 50% 9.1 A
1 All 372 0 1 1130 0.36 5.3 A 41Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 372 50% 5.3 ATotal (vph) 0 0 0 0 0 185 0 460 0 220 145 0 0 0 335 175
1 All 521 0 1 1130 0.50 6.8 A 72
37
2
0
Ca
lifo
rnia
Ave
nu
e
East
South
Northbound Southbound Eastbound Westbound
1 All 521 0 1 1130 0.50 6.8 A 72Trucks 0 0 0 0 0 4 0 9 0 4 3 0 0 0 7 4
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 181 0 451 0 216 142 0 0 0 328 171
Total 521 50% 6.8 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,551 7.4 ATotal (pcph) 0 0 0 0 0 189 0 469 0 224 148 0 0 0 342 179
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
West
Northbound Southbound Eastbound Westbound
Fehr & Peers 5/27/2011
Page 173
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
30
6
0
13
6
0 166
96
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus ODR, Davis
Hotel, & Hyatt
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 26
2
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
442
Direction Lanes Lane Flow LanesN 40
2 498 0
0 1
136 96 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 26
2
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
73
6
Old Davis Road
Total 50% 0
872 332
1 All 442 0 1 1130 0.43 5.9 A 54 332 0
540
North
South
73
6
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 404
No 0 0 0 0 0
Total 442 50% 5.9 A
1 All 736 0 1 1130 0.71 11.2 B 158Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 736 50% 11.2 BTotal (vph) 0 0 0 0 0 133 0 300 0 325 396 0 0 0 94 163
1 All 262 0 1 1130 0.25 4.5 A 25
Northbound Southbound Eastbound WestboundEast
South
73
6
0
Ca
lifo
rnia
Ave
nu
e
1 All 262 0 1 1130 0.25 4.5 A 25Trucks 0 0 0 0 0 3 0 6 0 7 8 0 0 0 2 3
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 130 0 294 0 318 388 0 0 0 92 160
Total 262 50% 4.5 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,440 8.4 ATotal (pcph) 0 0 0 0 0 136 0 306 0 332 404 0 0 0 96 166
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 174
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time
46
9
0
19
3
0 187
352
Old Davis Road
California Avenue
Control
Delay
(sec)
Cumulative Plus ODR, Davis
Hotel, & Hyatt
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 53
9
Ca
lifo
rnia
Ave
nu
e
LOS*
95th
Queue**
(ft)
Approach Conflicting
662
Direction Lanes Lane Flow LanesN 82
1 411 0
0 1
193 352 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 53
9
Ca
lifo
rnia
Ave
nu
e
North
LOS*
95th
Queue**
(ft)
Old Davis RoadBypass? 1
NoOld Davis Road
North
38
1
Old Davis Road
Total 50% 0
574 224
1 All 662 0 1 1130 0.64 9.2 A 120 224 0
350
North
South
38
1
Ca
lifo
rnia
Ave
nu
e
Bypass? 1 157
No 0 0 0 0 0
Total 662 50% 9.2 A
1 All 381 0 1 1130 0.37 5.4 A 43Volumes
Bypass? 1
NoU L T R U L T R U L T R U L T R
Total 381 50% 5.4 ATotal (vph) 0 0 0 0 0 189 0 460 0 220 154 0 0 0 345 183
1 All 539 0 1 1130 0.52 7.1 A 77
Northbound Southbound Eastbound WestboundEast
South
38
1
0
Ca
lifo
rnia
Ave
nu
e
1 All 539 0 1 1130 0.52 7.1 A 77Trucks 0 0 0 0 0 4 0 9 0 4 3 0 0 0 7 4
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NoCars 0 0 0 0 0 185 0 451 0 216 151 0 0 0 338 179
Total 539 50% 7.1 A fHV 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 0.98 1.00 1.00 1.00 0.98 0.98
All 1,582 7.6 ATotal (pcph) 0 0 0 0 0 193 0 469 0 224 157 0 0 0 352 187
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Truck % 0 2 2 2 0 2 2 2 0 2 2 2 0 2 2 2
Trucks (vph)
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 5/27/2011
Page 175
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.92 Time 0 0 0 0 66
15
1st Street
A Street
Control
Delay
(sec)
Cumulative Mitigated
AM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph) 77
8
A S
tre
et
LOS*
95th
Queue**
(ft)
Approach Conflicting
0
Direction Lanes Lane Flow LanesN 20
137 697
1 All 279 10 1 1119 0.27 4.7 A 28
697 717 0
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph) 77
8
A S
tre
et
North
LOS*
95th
Queue**
(ft)
1st StreetBypass? 1
No 11st Street
North
15
1st Street
Total 279 50% 4.7 A 0 10 76
0 1 5
702 213
North
South
15
A S
tre
et
Bypass? 1 5
No 1 5 0 5 66
20
8
Total 50%
1 All 15 204 1 921 0.02 4.0 A 1Volumes
Bypass? 1
No 1U L T R U L T R U L T R U L T R
Total 15 50% 4.0 ATotal (vph) 0 5 65 204 0 0 0 0 0 5 5 5 0 683 15 65
1 All 778 200 1 925 0.91 29.9 D 338
Northbound Southbound Eastbound WestboundEast
South
15
279
A S
tre
et
1 All 778 200 1 925 0.91 29.9 D 338Trucks 0 0 1 4 0 0 0 0 0 0 0 0 0 14 0 1
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
No 1Cars 0 5 64 200 0 0 0 0 0 5 5 5 0 669 15 64
Total 778 50% 29.9 D fHV 1.00 1.00 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98
All 1,072 23.0 CTotal (pcph) 0 5 66 208 0 0 0 0 0 5 5 5 0 697 15 66
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
Northbound Southbound Eastbound Westbound
West
Fehr & Peers 6/9/2011
Page 176
ROUNDABOUT CAPACITY ANALYSIS - HCM 2010
Diagram
Period (hr) 0.25 Scenario
PHF 0.96 Time 0 0 0 0 73
5
0
41
1
A S
tre
et
LOS*
95th
Queue**
(ft)
Approach Conflicting
1st Street
A Street
Control
Delay
(sec)
Cumulative Mitigated
PM Peak Hour
E-W Street
N-S Street
Flow
(pcph)v/c
Capacity
(pcph)Direction Lanes Lane Flow Lanes
N 5
236 333
1 All 717 10 1 1119 0.67 10.1 B 135
333 338 0
1st Street
41
1
A S
tre
et
North
LOS*
95th
Queue**
(ft)
Control
Delay
(sec)
Flow
(pcph)v/c
Capacity
(pcph)
Bypass? 1
No 1
15
1st Street
1st Street
North
Total 717 50% 10.1 B 0 10
163
0 1 5
338 564
15
A S
tre
et
North
SouthBypass? 1 5
No 1 5 0 0
15
8
55
9
Total 50%
1 All 15 548 1 653 0.02 5.7 A 2Volumes
Bypass? 1
No 1U L T R U L T R U L T R U L T R
Total 15 50% 5.7 ATotal (vph) 0 0 155 548 0 0 0 0 0 5 5 5 0 326 5 72
1 All 411 537 1 660 0.65 15.6 C 119
15
717
A S
tre
et
East
South
Northbound Southbound Eastbound Westbound
1 All 411 537 1 660 0.65 15.6 C 119Trucks 0 0 3 11 0 0 0 0 0 0 0 0 0 7 0 1
Bypass? 1Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
No 1Cars 0 0 152 537 0 0 0 0 0 5 5 5 0 319 5 71
Total 411 50% 15.6 C fHV 1.00 1.00 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99
All 1,143 12.0 BTotal (pcph) 0 0 158 559 0 0 0 0 0 5 5 5 0 333 5 73
Source: NCHRP Report 672 - Roundabouts: An Informational Guide, Second Edition (TRB, 2010)
* Does not include the effect of conflicting pedestrians
** Assumes a queued vehicle length of 25 feet
U L T R U L T R U L T R U L T R
West
Northbound Southbound Eastbound Westbound
Fehr & Peers 6/9/2011
Page 177
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Existing Conditions
Minor Street A St. Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 3 393 North/South
Through 53 1 15 x East/West
Right 98 2 61
Total 152 0 6 469
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 475 152
Major Street Minor StreetWarrant Met
1st St. A St.
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 178
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Existing + ODR
Minor Street A St. Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 3 461 North/South
Through 53 1 15 x East/West
Right 98 2 61
Total 152 0 6 537
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
1st St. A St.
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 543 152
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 179
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Existing + Hyatt + ODR
Minor Street A St. Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 3 467 North/South
Through 53 1 15 x East/West
Right 102 2 61
Total 156 0 6 543
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 549 156
Major Street Minor StreetWarrant Met
1st St. A St.
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 180
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Cumulative No Project
Minor Street A St. Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 5 5 590 North/South
Through 65 5 15 x East/West
Right 190 5 65
Total 260 0 15 670
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 685 260
Major Street Minor StreetWarrant Met
1st St. A St.
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 181
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Cumulative No Project
Minor Street A St. Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 5 310 North/South
Through 155 5 5 x East/West
Right 445 5 70
Total 600 0 15 385
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
1st St. A St.
1 1YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 400 600
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 182
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Cumulative Plus Davis Hotel
Minor Street A St. Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 5 5 592 North/South
Through 65 5 15 x East/West
Right 200 5 65
Total 270 0 15 672
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 687 270
Major Street Minor StreetWarrant Met
1st St. A St.
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 183
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street 1st St. Scenario Cumulative Plus Davis Hotel
Minor Street A St. Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 5 320 North/South
Through 155 5 5 x East/West
Right 447 5 72
Total 602 0 15 397
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
1st St. A St.
1 1YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 412 602
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 184
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario Existing + Hyatt + ODR
Minor Street Hilgard Lane Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 17 0 133 North/South
Through 0 297 140 x East/West
Right 9 186 0
Total 26 0 483 273
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
Old Davis Road Hilgard Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 756 26
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 185
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario Existing + Hyatt + ODR
Minor Street Hilgard Lane Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 153 0 13 North/South
Through 0 219 305 x East/West
Right 129 27 0
Total 282 0 246 318
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
Old Davis Road Hilgard Lane
1 1NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 564 282
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 186
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario 2015 + Davis Hotel + Hyatt + ODR
Minor Street I-80 Westbound Ramps Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 50 0 0 115 x North/South
Through 455 330 0 5 East/West
Right 0 59 0 566
Total 505 389 0 686
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
2 2YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 894 686
Major Street Minor StreetWarrant Met
Old Davis Road I-80 Westbound Ramps
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 187
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario 2015 + Davis Hotel + Hyatt + ODR
Minor Street I-80 Westbound Ramps Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 230 0 0 30 x North/South
Through 179 500 0 5 East/West
Right 0 410 0 225
Total 409 910 0 260
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
2 2YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 1,319 260
Major Street Minor StreetWarrant Met
Old Davis Road I-80 Westbound Ramps
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 188
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario 2015 + Davis Hotel + Hyatt + ODR
Minor Street I-80 Eastbound Ramps Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 215 430 0 x North/South
Through 75 230 5 0 East/West
Right 25 0 115 0
Total 100 445 550 0
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Major Street Minor StreetWarrant Met
Old Davis Road I-80 Eastbound Ramps
2 2NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 545 550
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
Page 189
Sheet No 1 of
Project Hyatt Expansion / Old Davis Road
Major Street Old Davis Road Scenario 2015 + Davis Hotel + Hyatt + ODR
Minor Street I-80 Eastbound Ramps Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 455 164 0 x North/South
Through 245 75 5 0 East/West
Right 85 0 30 0
Total 330 530 199 0
0
100
200
300
400
500
600
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
-V
PH
Figure 4C-3Warrant 3, Peak Hour
(Urban Areas)
*150
*100
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
2 2NO
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Traffic Volume (VPH) * 860 199
Major Street Minor StreetWarrant Met
Old Davis Road I-80 Eastbound Ramps
0
100
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Min
or
Str
eet
Hig
her
Vo
lum
e A
pp
roach
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)
*100
* Note: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2006
1 Lane & 1 Lane
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