Desert Hot Springs City Council
April 21, 2026

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 224 0 651 0 550 214 0 2204 172 Future Volume (vph) 0 0 0 224 0 651 0 550 214 0 2204 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
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 Shared Lane Traffic (%) 10% 48%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 22.5 22.5 22.5 37.5 37.5
Total Split (%) 37.5% 37.5% 37.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

6.1-3
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) AM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 224 0 651 0 550 214 0 2204 172 Future Volume (veh/h) 0 0 0 224 0 651 0 550 214 0 2204 172 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 159 0 778 0 585 0 0 2345 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222022022
Cap, veh/h 504 0 891 0 2897 0 2897
Arrive On Green 0.28 0.00 0.28 0.00 1.00 0.00 0.00 0.57 0.00 Sat Flow, veh/h 1781 0 3153 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 159 0 778 0 585 0 0 2345 0
Grp Sat Flow(s),veh/h/ln 1781 0 1577 0 1702 1585 0 1702 1585 Q Serve(g_s), s 4.2 0.0 14.1 0.0 0.0 0.0 0.0 22.0 0.0
Cycle Q Clear(g_c), s 4.2 0.0 14.1 0.0 0.0 0.0 0.0 22.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 504 0 891 0 2897 0 2897
V/C Ratio(X) 0.32 0.00 0.87 0.00 0.20 0.00 0.81
Avail Cap(c_a), veh/h 534 0 946 0 2897 0 2897
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.97 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 16.9 0.0 20.5 0.0 0.0 0.0 0.0 10.4 0.0 Incr Delay (d2), s/veh 0.4 0.0 8.7 0.0 0.2 0.0 0.0 2.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 5.8 0.0 0.0 0.0 0.0 5.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.3 0.0 29.2 0.0 0.2 0.0 0.0 12.9 0.0 LnGrp LOS B C A B
Approach Vol, veh/h 937 585 2345
Approach Delay, s/veh 27.2 0.2 12.9
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 38.5 38.5 21.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 2.0 24.0 16.1
Green Ext Time (p_c), s 3.6 7.7 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 14.5
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

6.1-4
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
3: Palm Dr. & Paul Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 2 152 51 3 4 55 1078 33 31 2169 74 Future Volume (vph) 20 2 152 51 3 4 55 1078 33 31 2169 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 8.8 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.8 22.8 22.8 22.8 10.0 86.0 11.2 87.2 Total Split (%) 19.0% 19.0% 19.0% 19.0% 8.3% 71.7% 9.3% 72.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd.

6.1-5
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) AM Peak Hour 3: Palm Dr. & Paul Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 2 152 51 3 4 55 1078 33 31 2169 74 Future Volume (veh/h) 20 2 152 51 3 4 55 1078 33 31 2169 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 2 165 55 3 4 60 1172 36 34 2358 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 311 3 237 114 7 4 77 2487 76 50 2426 82
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.04 0.71 0.71 0.03 0.69 0.69 Sat Flow, veh/h 1405 19 1554 377 45 29 1781 3519 108 1781 3507 118 Grp Volume(v), veh/h 22 0 167 62 0 0 60 592 616 34 1188 1250 Grp Sat Flow(s),veh/h/ln 1405 0 1572 451 0 0 1781 1777 1850 1781 1777 1849 Q Serve(g_s), s 0.0 0.0 12.1 5.5 0.0 0.0 4.0 17.6 17.6 2.3 74.6 77.3 Cycle Q Clear(g_c), s 1.4 0.0 12.1 17.6 0.0 0.0 4.0 17.6 17.6 2.3 74.6 77.3 Prop In Lane 1.00 0.99 0.89 0.06 1.00 0.06 1.00 0.06
Lane Grp Cap(c), veh/h 311 0 240 125 0 0 77 1256 1308 50 1229 1279 V/C Ratio(X) 0.07 0.00 0.70 0.49 0.00 0.00 0.78 0.47 0.47 0.68 0.97 0.98 Avail Cap(c_a), veh/h 311 0 240 125 0 0 82 1256 1308 99 1229 1279 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 0.0 48.2 55.6 0.0 0.0 56.8 7.7 7.7 57.8 17.2 17.6 Incr Delay (d2), s/veh 0.1 0.0 8.5 3.0 0.0 0.0 35.5 1.3 1.2 14.6 18.8 20.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 5.3 2.0 0.0 0.0 2.5 5.5 5.8 1.2 28.9 31.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.8 0.0 56.7 58.6 0.0 0.0 92.3 9.0 9.0 72.4 36.0 38.0 LnGrp LOS D E E F A A E D D
Approach Vol, veh/h 189 62 1268 2472
Approach Delay, s/veh 55.2 58.6 12.9 37.5
Approach LOS E E B D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 89.3 22.8 9.7 87.5 22.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.7 81.5 18.3 5.5 82.7 18.3 Max Q Clear Time (g_c+I1), s 4.3 19.6 14.1 6.0 79.3 19.6 Green Ext Time (p_c), s 0.0 8.7 0.4 0.0 3.2 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 30.9
HCM 7th LOS C

6.1-6
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 3 65 94 8 20 207 876 25 26 2153 15 Future Volume (vph) 8 3 65 94 8 20 207 876 25 26 2153 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.5 22.5 22.5 22.5 20.0 86.7 10.8 77.5 Total Split (%) 18.8% 18.8% 18.8% 18.8% 16.7% 72.3% 9.0% 64.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

6.1-7
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) AM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 3 65 94 8 20 207 876 25 26 2153 15 Future Volume (veh/h) 8 3 65 94 8 20 207 876 25 26 2153 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 3 71 103 9 22 227 963 27 29 2366 16 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 44 18 170 176 13 27 230 2620 73 46 2312 16
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.13 0.74 0.74 0.03 0.64 0.64 Sat Flow, veh/h 88 152 1422 1033 113 225 1781 3530 99 1781 3618 24 Grp Volume(v), veh/h 83 0 0 134 0 0 227 485 505 29 1160 1222 Grp Sat Flow(s),veh/h/ln 1662 0 0 1371 0 0 1781 1777 1852 1781 1777 1866 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 15.3 11.6 11.6 1.9 76.7 76.7 Cycle Q Clear(g_c), s 5.8 0.0 0.0 11.5 0.0 0.0 15.3 11.6 11.6 1.9 76.7 76.7 Prop In Lane 0.11 0.86 0.77 0.16 1.00 0.05 1.00 0.01
Lane Grp Cap(c), veh/h 232 0 0 217 0 0 230 1319 1375 46 1135 1192 V/C Ratio(X) 0.36 0.00 0.00 0.62 0.00 0.00 0.99 0.37 0.37 0.63 1.02 1.02 Avail Cap(c_a), veh/h 279 0 0 259 0 0 230 1319 1375 94 1135 1192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.1 0.0 0.0 51.6 0.0 0.0 52.1 5.5 5.5 57.9 21.7 21.7 Incr Delay (d2), s/veh 0.9 0.0 0.0 3.2 0.0 0.0 55.4 0.8 0.8 13.4 32.5 32.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 4.0 0.0 0.0 10.0 3.4 3.5 1.0 35.5 37.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.0 0.0 0.0 54.8 0.0 0.0 107.5 6.3 6.2 71.2 54.1 54.2 LnGrp LOS D D F A A E F F
Approach Vol, veh/h 83 134 1217 2411
Approach Delay, s/veh 50.0 54.8 25.1 54.4
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 93.6 18.8 20.0 81.2 18.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.3 82.2 18.0 15.5 73.0 18.0 Max Q Clear Time (g_c+I1), s 3.9 13.6 7.8 17.3 78.7 13.5 Green Ext Time (p_c), s 0.0 6.3 0.2 0.0 0.0 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 45.0
HCM 7th LOS D

6.1-8
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 3 65 94 8 20 207 876 25 26 2153 15 Future Volume (vph) 8 3 65 94 8 20 207 876 25 26 2153 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 90 0 170 0 200 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 74 38 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 10.0 22.5 10.0 22.5 10.0 22.5 Total Split (s) 9.5 22.5 10.0 23.0 17.0 77.5 10.0 70.5
Total Split (%) 7.9% 18.8% 8.3% 19.2% 14.2% 64.6% 8.3% 58.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

6.1-9
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) AM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 3 65 94 8 20 207 876 25 26 2153 15 Future Volume (veh/h) 8 3 65 94 8 20 207 876 25 26 2153 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 3 71 103 9 22 227 963 27 29 2366 16 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 19 4 95 82 47 114 186 2524 71 46 2304 16
Arrive On Green 0.01 0.06 0.06 0.05 0.10 0.10 0.13 0.86 0.86 0.03 0.76 0.76 Sat Flow, veh/h 1781 63 1495 1781 476 1164 1781 3530 99 1781 3618 24 Grp Volume(v), veh/h 9 0 74 103 0 31 227 485 505 29 1160 1222 Grp Sat Flow(s),veh/h/ln 1781 0 1558 1781 0 1640 1781 1777 1852 1781 1777 1866 Q Serve(g_s), s 0.6 0.0 5.6 5.5 0.0 2.1 12.5 6.9 6.9 1.9 76.4 76.4 Cycle Q Clear(g_c), s 0.6 0.0 5.6 5.5 0.0 2.1 12.5 6.9 6.9 1.9 76.4 76.4 Prop In Lane 1.00 0.96 1.00 0.71 1.00 0.05 1.00 0.01
Lane Grp Cap(c), veh/h 19 0 99 82 0 161 186 1270 1324 46 1131 1188 V/C Ratio(X) 0.47 0.00 0.75 1.26 0.00 0.19 1.22 0.38 0.38 0.63 1.03 1.03 Avail Cap(c_a), veh/h 74 0 234 82 0 253 186 1270 1324 82 1131 1188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.0 0.0 55.3 57.2 0.0 49.7 52.5 2.9 2.9 57.6 14.2 14.2 Incr Delay (d2), s/veh 16.6 0.0 10.8 185.3 0.0 0.6 139.0 0.9 0.8 13.4 33.5 33.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 2.4 6.6 0.0 0.8 12.4 1.8 1.9 1.0 25.3 26.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.6 0.0 66.0 242.5 0.0 50.3 191.5 3.8 3.8 70.9 47.7 47.8 LnGrp LOS E E F D F A A E F F
Approach Vol, veh/h 83 134 1217 2411
Approach Delay, s/veh 67.1 198.1 38.8 48.0
Approach LOS E F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 90.3 10.0 12.1 17.0 80.9 5.8 16.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 73.0 5.5 18.0 12.5 66.0 5.0 18.5 Max Q Clear Time (g_c+I1), s 3.9 8.9 7.5 7.6 14.5 78.4 2.6 4.1 Green Ext Time (p_c), s 0.0 6.3 0.0 0.2 0.0 0.0 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 50.7
HCM 7th LOS D

6.1-10
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
5: West Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 31 1 125 99 1 38
Future Volume (vph) 31 1 125 99 1 38
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-11
Item Number: 1.

HCM 7th TWSC EAPC (2027) AM Peak Hour
5: West Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 31 1 125 99 1 38
Future Vol, veh/h 31 1 125 99 1 38
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 34 1 136 108 1 41
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 414 34
Stage 1 - - - - 34 -
Stage 2 - - - - 379 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1577 - 595 1039
Stage 1 - - - - 988 -
Stage 2 - - - - 692 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1577 - 540 1039
Mov Cap-2 Maneuver - - - - 540 -
Stage 1 - - - - 988 -
Stage 2 - - - - 628 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 4.18 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1015 - - 1004 -
HCM Lane V/C Ratio 0.042 - - 0.086 -
HCM Ctrl Dly (s/v) 8.7 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.3 -

6.1-12
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
6: Project Access 1 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 18 1 39 60 1 13
Future Volume (vph) 18 1 39 60 1 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 420 2025 316
Travel Time (s) 5.2 25.1 7.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-13
Item Number: 1.

HCM 7th TWSC EAPC (2027) AM Peak Hour
6: Project Access 1 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 18 1 39 60 1 13
Future Vol, veh/h 18 1 39 60 1 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 20 1 42 65 1 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 21 0 170 20
Stage 1 - - - - 20 -
Stage 2 - - - - 150 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1595 - 820 1058
Stage 1 - - - - 1003 -
Stage 2 - - - - 878 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1595 - 797 1058
Mov Cap-2 Maneuver - - - - 797 -
Stage 1 - - - - 1003 -
Stage 2 - - - - 854 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 2.88 8.54

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1034 - - 709 -
HCM Lane V/C Ratio 0.015 - - 0.027 -
HCM Ctrl Dly (s/v) 8.5 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0.1 -

6.1-14
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
7: Project Access 2 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 60 0 0 18
Future Volume (vph) 0 0 60 0 0 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 455 420 472
Travel Time (s) 5.6 5.2 10.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-15
Item Number: 1.

HCM 7th TWSC EAPC (2027) AM Peak Hour
7: Project Access 2 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 7.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 0 60 0 0 18
Future Vol, veh/h 0 0 60 0 0 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 65 0 0 20
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1 0 132 1
Stage 1 - - - - 1 -
Stage 2 - - - - 130 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1622 - 862 1083
Stage 1 - - - - 1022 -
Stage 2 - - - - 896 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1622 - 828 1083
Mov Cap-2 Maneuver - - - - 828 -
Stage 1 - - - - 1022 -
Stage 2 - - - - 860 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 7.31 8.38

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1083 - - 1622 -
HCM Lane V/C Ratio 0.018 - - 0.04 -
HCM Ctrl Dly (s/v) 8.4 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -

6.1-16
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
8: West Dr. & Project Access 3
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 26 1 1 12 39 86
Future Volume (vph) 26 1 1 12 39 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 440 480 953
Travel Time (s) 10.0 10.9 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-17
Item Number: 1.

HCM 7th TWSC EAPC (2027) AM Peak Hour
8: West Dr. & Project Access 3
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 1 1 12 39 86
Future Vol, veh/h 26 1 1 12 39 86
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 1 1 13 42 93
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 104 89 136 0 - 0
Stage 1 89 -----
Stage 2 15 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 894 969 1448 - - -
Stage 1 934 -----
Stage 2 1008 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 893 969 1448 - - -
Mov Cap-2 Maneuver 893 -----
Stage 1 934 -----
Stage 2 1008 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 9.16 0.58 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 138 - 896 - -
HCM Lane V/C Ratio 0.001 - 0.033 - -
HCM Ctrl Dly (s/v) 7.5 0 9.2 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -

6.1-18
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) AM Peak Hour
9: West Dr. & Project Access 4
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 12 0 0 0 0 39
Future Volume (vph) 12 0 0 0 0 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 468 307 480
Travel Time (s) 10.6 7.0 10.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-19
Item Number: 1.

HCM 7th TWSC EAPC (2027) AM Peak Hour
9: West Dr. & Project Access 4
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 0 0 0 0 39
Future Vol, veh/h 12 0 0 0 0 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 13 0 0 0 0 42
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 21 21 42 0 - 0
Stage 1 21 -----
Stage 2 0 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 996 1056 1567 - - -
Stage 1 1001 -----
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 996 1056 1567 - - -
Mov Cap-2 Maneuver 996 -----
Stage 1 1001 -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 8.66 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1567 - 996 - -
HCM Lane V/C Ratio - - 0.013 - -
HCM Ctrl Dly (s/v) 0 - 8.7 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -

6.1-20
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 227 0 287 0 0 0 0 1466 228 0 876 852 Future Volume (vph) 227 0 287 0 0 0 0 1466 228 0 876 852 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 500 0 0 0 270 0 315
Storage Lanes 1 1 0 0 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 849 799 651 782
Travel Time (s) 19.3 18.2 8.1 9.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) 22% 42%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 4 2 6
Permitted Phases 4 4 Free Free
Detector Phase 4 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 24.0 24.0 36.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 60.0% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45
Control Type: Actuated-Coordinated
Splits and Phases: 1: Palm Dr. & I-10 EB Ramps

6.1-21
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) PM Peak Hour 1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 0 287 0 0 0 0 1466 228 0 876 852 Future Volume (veh/h) 227 0 287 0 0 0 0 1466 228 0 876 852 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 366 0 204 0 1647 0 0 984 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 647 0 285 0 3413 0 3413
Arrive On Green 0.18 0.00 0.18 0.00 0.67 0.00 0.00 1.00 0.00 Sat Flow, veh/h 3563 0 1572 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 366 0 204 0 1647 0 0 984 0
Grp Sat Flow(s),veh/h/ln 1781 0 1572 0 1702 1585 0 1702 1585 Q Serve(g_s), s 5.6 0.0 7.3 0.0 9.5 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 7.3 0.0 9.5 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 647 0 285 0 3413 0 3413
V/C Ratio(X) 0.57 0.00 0.71 0.00 0.48 0.00 0.29
Avail Cap(c_a), veh/h 1158 0 511 0 3413 0 3413
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.53 0.00 Uniform Delay (d), s/veh 22.4 0.0 23.1 0.0 4.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 3.3 0.0 0.5 0.0 0.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 2.8 0.0 1.4 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.2 0.0 26.4 0.0 5.4 0.0 0.0 0.1 0.0 LnGrp LOS C C A A
Approach Vol, veh/h 570 1647 984
Approach Delay, s/veh 24.3 5.4 0.1
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 44.6 15.4 44.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 11.5 9.3 2.0
Green Ext Time (p_c), s 10.8 1.6 6.7
Intersection Summary
HCM 7th Control Delay, s/veh 7.1
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

6.1-22
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 224 0 1208 0 1274 418 0 1504 340 Future Volume (vph) 0 0 0 224 0 1208 0 1274 418 0 1504 340 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) 10% 49%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 33.0 33.0 33.0 27.0 27.0
Total Split (%) 55.0% 55.0% 55.0% 45.0% 45.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

6.1-23
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) PM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 224 0 1208 0 1274 418 0 1504 340 Future Volume (veh/h) 0 0 0 224 0 1208 0 1274 418 0 1504 340 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 161 0 1385 0 1370 0 0 1617 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222022022
Cap, veh/h 833 0 1477 0 1953 0 1953
Arrive On Green 0.47 0.00 0.47 0.00 0.77 0.00 0.00 0.38 0.00 Sat Flow, veh/h 1781 0 3160 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 161 0 1385 0 1370 0 0 1617 0
Grp Sat Flow(s),veh/h/ln 1781 0 1580 0 1702 1585 0 1702 1585 Q Serve(g_s), s 3.2 0.0 24.9 0.0 8.2 0.0 0.0 17.2 0.0
Cycle Q Clear(g_c), s 3.2 0.0 24.9 0.0 8.2 0.0 0.0 17.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 833 0 1477 0 1953 0 1953
V/C Ratio(X) 0.19 0.00 0.94 0.00 0.70 0.00 0.83
Avail Cap(c_a), veh/h 846 0 1501 0 1953 0 1953
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.84 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 9.4 0.0 15.1 0.0 5.3 0.0 0.0 16.7 0.0 Incr Delay (d2), s/veh 0.1 0.0 11.4 0.0 1.8 0.0 0.0 4.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 9.7 0.0 1.5 0.0 0.0 5.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 9.5 0.0 26.6 0.0 7.1 0.0 0.0 20.9 0.0 LnGrp LOS A C A C
Approach Vol, veh/h 1546 1370 1617
Approach Delay, s/veh 24.8 7.1 20.9
Approach LOS C A C
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 27.5 27.5 32.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 22.5 28.5
Max Q Clear Time (g_c+I1), s 10.2 19.2 26.9
Green Ext Time (p_c), s 6.6 2.6 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

6.1-24
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
3: Palm Dr. & Paul Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 65 3 95 34 6 4 141 2265 58 12 1713 29 Future Volume (vph) 65 3 95 34 6 4 141 2265 58 12 1713 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 8.8 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.8 22.8 22.8 22.8 19.0 87.6 9.6 78.2
Total Split (%) 19.0% 19.0% 19.0% 19.0% 15.8% 73.0% 8.0% 65.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd.

6.1-25
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) PM Peak Hour 3: Palm Dr. & Paul Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 3 95 34 6 4 141 2265 58 12 1713 29 Future Volume (veh/h) 65 3 95 34 6 4 141 2265 58 12 1713 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 3 100 36 6 4 148 2384 61 13 1803 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 224 5 172 107 17 7 175 2690 69 26 2417 41
Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.10 0.76 0.76 0.01 0.68 0.68 Sat Flow, veh/h 1394 46 1526 477 148 60 1781 3540 90 1781 3575 61 Grp Volume(v), veh/h 68 0 103 46 0 0 148 1191 1254 13 894 940 Grp Sat Flow(s),veh/h/ln 1394 0 1571 685 0 0 1781 1777 1854 1781 1777 1859 Q Serve(g_s), s 0.0 0.0 7.5 3.2 0.0 0.0 9.8 58.6 60.2 0.9 39.4 39.7 Cycle Q Clear(g_c), s 5.2 0.0 7.5 10.7 0.0 0.0 9.8 58.6 60.2 0.9 39.4 39.7 Prop In Lane 1.00 0.97 0.78 0.09 1.00 0.05 1.00 0.03
Lane Grp Cap(c), veh/h 224 0 177 131 0 0 175 1350 1409 26 1202 1257 V/C Ratio(X) 0.30 0.00 0.58 0.35 0.00 0.00 0.84 0.88 0.89 0.50 0.74 0.75 Avail Cap(c_a), veh/h 279 0 240 185 0 0 215 1350 1409 76 1202 1257 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 0.0 50.5 54.0 0.0 0.0 53.2 10.5 10.7 58.7 12.7 12.7 Incr Delay (d2), s/veh 0.8 0.0 3.0 1.6 0.0 0.0 21.8 8.6 8.8 13.9 4.2 4.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 3.1 1.4 0.0 0.0 5.3 17.7 19.0 0.5 13.6 14.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 0.0 53.5 55.6 0.0 0.0 75.0 19.1 19.5 72.6 16.9 16.8 LnGrp LOS D DE EBBEBB
Approach Vol, veh/h 171 46 2593 1847
Approach Delay, s/veh 52.2 55.6 22.5 17.2
Approach LOS D E C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 95.7 18.1 16.3 85.6 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 83.1 18.3 14.5 73.7 18.3 Max Q Clear Time (g_c+I1), s 2.9 62.2 9.5 11.8 41.7 12.7 Green Ext Time (p_c), s 0.0 17.6 0.5 0.1 16.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.8
HCM 7th LOS C

6.1-26
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 10 263 58 4 33 105 2164 69 22 1447 8 Future Volume (vph) 16 10 263 58 4 33 105 2164 69 22 1447 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 25.2 25.2 25.2 25.2 19.8 85.0 9.8 75.0
Total Split (%) 21.0% 21.0% 21.0% 21.0% 16.5% 70.8% 8.2% 62.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

6.1-27
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) PM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 10 263 58 4 33 105 2164 69 22 1447 8 Future Volume (veh/h) 16 10 263 58 4 33 105 2164 69 22 1447 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 10 274 60 4 34 109 2254 72 23 1507 8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 41 17 264 104 16 38 135 2435 77 40 2317 12
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.08 0.69 0.69 0.02 0.64 0.64 Sat Flow, veh/h 54 97 1531 325 92 221 1781 3515 112 1781 3624 19 Grp Volume(v), veh/h 301 0 0 98 0 0 109 1133 1193 23 739 776 Grp Sat Flow(s),veh/h/ln 1682 0 0 638 0 0 1781 1777 1850 1781 1777 1867 Q Serve(g_s), s 3.1 0.0 0.0 0.0 0.0 0.0 7.2 64.9 67.0 1.5 30.8 30.8 Cycle Q Clear(g_c), s 20.7 0.0 0.0 17.6 0.0 0.0 7.2 64.9 67.0 1.5 30.8 30.8 Prop In Lane 0.06 0.91 0.61 0.35 1.00 0.06 1.00 0.01
Lane Grp Cap(c), veh/h 322 0 0 158 0 0 135 1231 1281 40 1136 1193 V/C Ratio(X) 0.94 0.00 0.00 0.62 0.00 0.00 0.81 0.92 0.93 0.58 0.65 0.65 Avail Cap(c_a), veh/h 322 0 0 158 0 0 227 1231 1281 79 1136 1193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.2 0.0 0.0 47.3 0.0 0.0 54.6 15.6 16.0 58.1 13.4 13.4 Incr Delay (d2), s/veh 33.7 0.0 0.0 7.1 0.0 0.0 10.8 12.6 13.3 12.6 2.9 2.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 0.0 3.0 0.0 0.0 3.5 23.8 25.7 0.8 11.0 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 83.9 0.0 0.0 54.4 0.0 0.0 65.4 28.2 29.2 70.7 16.3 16.1 LnGrp LOS F D E C C E B B
Approach Vol, veh/h 301 98 2435 1538
Approach Delay, s/veh 83.9 54.4 30.4 17.0
Approach LOS F D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.2 87.6 25.2 13.6 81.2 25.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.3 80.5 20.7 15.3 70.5 20.7 Max Q Clear Time (g_c+I1), s 3.5 69.0 22.7 9.2 32.8 19.6 Green Ext Time (p_c), s 0.0 10.0 0.0 0.1 12.1 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C

6.1-28
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 10 263 58 4 33 105 2164 69 22 1447 8 Future Volume (vph) 16 10 263 58 4 33 105 2164 69 22 1447 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 0 0 170 0 200 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 74 38 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.0 22.5 10.0 22.5 10.0 22.5 10.0 22.5 Total Split (s) 10.0 23.2 10.0 23.2 18.0 76.8 10.0 68.8 Total Split (%) 8.3% 19.3% 8.3% 19.3% 15.0% 64.0% 8.3% 57.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

6.1-29
Item Number: 1.

HCM 7th Signalized Intersection Summary EAPC (2027) PM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 10 263 58 4 33 105 2164 69 22 1447 8 Future Volume (veh/h) 16 10 263 58 4 33 105 2164 69 22 1447 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 10 274 60 4 34 109 2254 72 23 1507 8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 32 9 237 77 30 259 134 2210 70 40 2086 11
Arrive On Green 0.02 0.16 0.16 0.04 0.18 0.18 0.08 0.69 0.69 0.02 0.63 0.63 Sat Flow, veh/h 1781 56 1523 1781 168 1430 1781 3515 112 1781 3624 19 Grp Volume(v), veh/h 17 0 284 60 0 38 109 1133 1193 23 739 776 Grp Sat Flow(s),veh/h/ln 1781 0 1579 1781 0 1599 1781 1777 1850 1781 1777 1867 Q Serve(g_s), s 1.1 0.0 18.7 4.0 0.0 2.4 7.2 75.4 75.4 1.5 33.7 33.8 Cycle Q Clear(g_c), s 1.1 0.0 18.7 4.0 0.0 2.4 7.2 75.4 75.4 1.5 33.7 33.8 Prop In Lane 1.00 0.96 1.00 0.89 1.00 0.06 1.00 0.01
Lane Grp Cap(c), veh/h 32 0 246 77 0 289 134 1117 1163 40 1023 1074 V/C Ratio(X) 0.53 0.00 1.15 0.78 0.00 0.13 0.81 1.01 1.03 0.58 0.72 0.72 Avail Cap(c_a), veh/h 82 0 246 82 0 289 200 1117 1163 82 1023 1074 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.10 1.10 1.10 1.10 1.10 1.10 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.4 0.0 50.7 56.8 0.0 41.2 54.2 18.5 18.5 58.0 15.5 15.5 Incr Delay (d2), s/veh 12.9 0.0 105.5 35.5 0.0 0.2 14.1 30.6 33.2 12.6 4.4 4.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 14.2 2.5 0.0 0.9 3.6 30.8 32.9 0.8 11.9 12.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.3 0.0 156.1 92.3 0.0 41.4 68.3 49.1 51.7 70.6 20.0 19.8 LnGrp LOS E F F D E F F E B B
Approach Vol, veh/h 301 98 2435 1538
Approach Delay, s/veh 151.4 72.6 51.2 20.6
Approach LOS F E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 79.9 9.7 23.2 13.6 73.6 6.7 26.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 72.3 5.5 18.7 13.5 64.3 5.5 18.7 Max Q Clear Time (g_c+I1), s 3.5 77.4 6.0 20.7 9.2 35.8 3.1 4.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 11.1 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 47.8
HCM 7th LOS D

6.1-30
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
5: West Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 127 1 62 50 1 159
Future Volume (vph) 127 1 62 50 1 159
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-31
Item Number: 1.

HCM 7th TWSC EAPC (2027) PM Peak Hour
5: West Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 127 1 62 50 1 159
Future Vol, veh/h 127 1 62 50 1 159
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 138 1 67 54 1 173
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 139 0 328 139
Stage 1 - - - - 139 -
Stage 2 - - - - 189 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1444 - 667 910
Stage 1 - - - - 888 -
Stage 2 - - - - 843 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1444 - 635 910
Mov Cap-2 Maneuver - - - - 635 -
Stage 1 - - - - 888 -
Stage 2 - - - - 802 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 4.22 9.91

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 907 - - 996 -
HCM Lane V/C Ratio 0.192 - - 0.047 -
HCM Ctrl Dly (s/v) 9.9 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.7 - - 0.1 -

6.1-32
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
6: Project Access 1 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 77 1 20 30 1 50
Future Volume (vph) 77 1 20 30 1 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 420 2025 316
Travel Time (s) 5.2 25.1 7.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-33
Item Number: 1.

HCM 7th TWSC EAPC (2027) PM Peak Hour
6: Project Access 1 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 77 1 20 30 1 50
Future Vol, veh/h 77 1 20 30 1 50
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 84 1 22 33 1 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 85 0 160 84
Stage 1 - - - - 84 -
Stage 2 - - - - 76 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1512 - 831 975
Stage 1 - - - - 939 -
Stage 2 - - - - 947 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1512 - 818 975
Mov Cap-2 Maneuver - - - - 818 -
Stage 1 - - - - 939 -
Stage 2 - - - - 933 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 2.97 8.93

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 971 - - 720 -
HCM Lane V/C Ratio 0.057 - - 0.014 -
HCM Ctrl Dly (s/v) 8.9 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0 -

6.1-34
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
7: Project Access 2 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 30 0 0 77
Future Volume (vph) 0 0 30 0 0 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 455 420 472
Travel Time (s) 5.6 5.2 10.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-35
Item Number: 1.

HCM 7th TWSC EAPC (2027) PM Peak Hour
7: Project Access 2 & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 8.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 0 30 0 0 77
Future Vol, veh/h 0 0 30 0 0 77
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 33 0 0 84
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1 0 66 1
Stage 1 - - - - 1 -
Stage 2 - - - - 65 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1622 - 939 1083
Stage 1 - - - - 1022 -
Stage 2 - - - - 957 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1622 - 920 1083
Mov Cap-2 Maneuver - - - - 920 -
Stage 1 - - - - 1022 -
Stage 2 - - - - 938 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 7.27 8.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1083 - - 1622 -
HCM Lane V/C Ratio 0.077 - - 0.02 -
HCM Ctrl Dly (s/v) 8.6 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.1 -

6.1-36
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
8: West Dr. & Project Access 3
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 110 1 1 50 20 43
Future Volume (vph) 110 1 1 50 20 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 440 480 953
Travel Time (s) 10.0 10.9 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-37
Item Number: 1.

HCM 7th TWSC EAPC (2027) PM Peak Hour
8: West Dr. & Project Access 3
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 110 1 1 50 20 43
Future Vol, veh/h 110 1 1 50 20 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 120 1 1 54 22 47
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 102 45 68 0 - 0
Stage 1 45 -----
Stage 2 57 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 897 1025 1533 - - -
Stage 1 977 -----
Stage 2 966 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 896 1025 1533 - - -
Mov Cap-2 Maneuver 896 -----
Stage 1 977 -----
Stage 2 966 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 9.64 0.14 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 35 - 897 - -
HCM Lane V/C Ratio 0.001 - 0.134 - -
HCM Ctrl Dly (s/v) 7.4 0 9.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.5 - -

6.1-38
Item Number: 1.

Lanes, Volumes, Timings EAPC (2027) PM Peak Hour
9: West Dr. & Project Access 4
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 50 0 0 0 0 20
Future Volume (vph) 50 0 0 0 0 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 468 307 480
Travel Time (s) 10.6 7.0 10.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-39
Item Number: 1.

HCM 7th TWSC EAPC (2027) PM Peak Hour
9: West Dr. & Project Access 4
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 50 0 0 0 0 20
Future Vol, veh/h 50 0 0 0 0 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 54 0 0 0 0 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 11 11 22 0 - 0
Stage 1 11 -----
Stage 2 0 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 1009 1070 1594 - - -
Stage 1 1012 -----
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1009 1070 1594 - - -
Mov Cap-2 Maneuver 1009 -----
Stage 1 1012 -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 8.77 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1594 - 1009 - -
HCM Lane V/C Ratio - - 0.054 - -
HCM Ctrl Dly (s/v) 0 - 8.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -

6.1-40
Item Number: 1.

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
APPENDIX 7.1: HORIZON YEAR 2045 WITH DESERT LAND VENTURES

SPECIFIC PLAN (DLVSP) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Item Number: 1.

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
This Page Intentionally Left Blank
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 667 0 528 0 0 0 0 1090 253 0 1966 1256 Future Volume (vph) 667 0 528 0 0 0 0 1090 253 0 1966 1256 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 500 0 0 0 270 0 315
Storage Lanes 1 1 0 0 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 849 799 651 782
Travel Time (s) 19.3 18.2 8.1 9.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 38% 29%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 4 2 6
Permitted Phases 4 4 Free Free
Detector Phase 4 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 26.0 26.0 26.0 34.0 34.0
Total Split (%) 43.3% 43.3% 43.3% 56.7% 56.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 1: Palm Dr. & I-10 EB Ramps

7.1-1
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 667 0 528 0 0 0 0 1090 253 0 1966 1256 Future Volume (veh/h) 667 0 528 0 0 0 0 1090 253 0 1966 1256 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 831 0 352 0 1090 0 0 1966 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 1047 0 464 0 2839 0 2839
Arrive On Green 0.29 0.00 0.29 0.00 0.56 0.00 0.00 0.56 0.00 Sat Flow, veh/h 3563 0 1577 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 831 0 352 0 1090 0 0 1966 0
Grp Sat Flow(s),veh/h/ln 1781 0 1577 0 1702 1585 0 1702 1585 Q Serve(g_s), s 12.9 0.0 12.2 0.0 7.2 0.0 0.0 16.7 0.0
Cycle Q Clear(g_c), s 12.9 0.0 12.2 0.0 7.2 0.0 0.0 16.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1047 0 464 0 2839 0 2839
V/C Ratio(X) 0.79 0.00 0.76 0.00 0.38 0.00 0.69
Avail Cap(c_a), veh/h 1277 0 565 0 2839 0 2839
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.19 0.00 Uniform Delay (d), s/veh 19.5 0.0 19.2 0.0 7.5 0.0 0.0 9.6 0.0 Incr Delay (d2), s/veh 2.9 0.0 4.8 0.0 0.4 0.0 0.0 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 4.6 0.0 1.7 0.0 0.0 3.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.4 0.0 24.0 0.0 7.9 0.0 0.0 9.9 0.0 LnGrp LOS C C A A
Approach Vol, veh/h 1183 1090 1966
Approach Delay, s/veh 22.9 7.9 9.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 37.9 22.1 37.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 21.5 29.5
Max Q Clear Time (g_c+I1), s 9.2 14.9 18.7
Green Ext Time (p_c), s 6.7 2.8 8.2
Intersection Summary
HCM 7th Control Delay, s/veh 13.0
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.1-2
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 382 0 1116 0 1503 254 0 2840 246 Future Volume (vph) 0 0 0 382 0 1116 0 1503 254 0 2840 246 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 10% 48%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 49.0 49.0 49.0 71.0 71.0
Total Split (%) 40.8% 40.8% 40.8% 59.2% 59.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

7.1-3
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 382 0 1116 0 1503 254 0 2840 246 Future Volume (veh/h) 0 0 0 382 0 1116 0 1503 254 0 2840 246 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 255 0 1252 0 1503 0 0 2840 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 661 0 1171 0 2830 0 2830
Arrive On Green 0.37 0.00 0.37 0.00 1.00 0.00 0.00 0.55 0.00 Sat Flow, veh/h 1781 0 3157 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 255 0 1252 0 1503 0 0 2840 0
Grp Sat Flow(s),veh/h/ln 1781 0 1579 0 1702 1585 0 1702 1585 Q Serve(g_s), s 12.6 0.0 44.5 0.0 0.0 0.0 0.0 66.5 0.0
Cycle Q Clear(g_c), s 12.6 0.0 44.5 0.0 0.0 0.0 0.0 66.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 661 0 1171 0 2830 0 2830
V/C Ratio(X) 0.39 0.00 1.07 0.00 0.53 0.00 1.00
Avail Cap(c_a), veh/h 661 0 1171 0 2830 0 2830
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.85 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 27.7 0.0 37.7 0.0 0.0 0.0 0.0 26.8 0.0 Incr Delay (d2), s/veh 0.4 0.0 47.0 0.0 0.6 0.0 0.0 17.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 0.0 24.4 0.0 0.2 0.0 0.0 27.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.1 0.0 84.7 0.0 0.6 0.0 0.0 44.5 0.0 LnGrp LOS C F A F
Approach Vol, veh/h 1507 1503 2840
Approach Delay, s/veh 75.1 0.6 44.5
Approach LOS E A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.0 71.0 49.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 66.5 66.5 44.5
Max Q Clear Time (g_c+I1), s 2.0 68.5 46.5
Green Ext Time (p_c), s 13.9 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 41.1
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.1-4
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 2 167 262 3 108 61 2348 245 234 2670 81 Future Volume (vph) 22 2 167 262 3 108 61 2348 245 234 2670 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 37.0 37.0 37.0 37.0 9.5 67.0 16.0 73.5
Total Split (%) 30.8% 30.8% 30.8% 30.8% 7.9% 55.8% 13.3% 61.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.1-5
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 2 167 262 3 108 61 2348 245 234 2670 81 Future Volume (veh/h) 22 2 167 262 3 108 61 2348 245 234 2670 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 2 167 262 3 108 61 2348 245 234 2670 81 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 416 5 423 219 2 69 74 1694 174 171 2025 61
Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.04 0.52 0.52 0.19 1.00 1.00 Sat Flow, veh/h 1282 19 1561 620 7 255 1781 3252 333 1781 3521 106 Grp Volume(v), veh/h 22 0 169 373 0 0 61 1263 1330 234 1340 1411 Grp Sat Flow(s),veh/h/ln 1282 0 1579 882 0 0 1781 1777 1808 1781 1777 1851 Q Serve(g_s), s 0.0 0.0 10.5 22.0 0.0 0.0 4.1 62.5 62.5 11.5 69.0 60.8 Cycle Q Clear(g_c), s 1.5 0.0 10.5 32.5 0.0 0.0 4.1 62.5 62.5 11.5 69.0 60.8 Prop In Lane 1.00 0.99 0.70 0.29 1.00 0.18 1.00 0.06
Lane Grp Cap(c), veh/h 416 0 428 290 0 0 74 925 942 171 1022 1064 V/C Ratio(X) 0.05 0.00 0.40 1.29 0.00 0.00 0.82 1.37 1.41 1.37 1.31 1.33 Avail Cap(c_a), veh/h 416 0 428 290 0 0 74 925 942 171 1022 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.10 0.10 0.10 Uniform Delay (d), s/veh 32.4 0.0 35.7 50.9 0.0 0.0 57.1 28.7 28.8 48.5 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.6 152.3 0.0 0.0 49.8 171.2 191.6 170.7 141.0 147.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 4.1 20.9 0.0 0.0 2.8 67.1 73.7 12.5 40.0 43.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 0.0 36.3 203.2 0.0 0.0 106.8 200.0 220.4 219.2 141.0 147.3 LnGrp LOS C DF FFFFFF
Approach Vol, veh/h 191 373 2654 2985
Approach Delay, s/veh 35.9 203.2 208.1 150.1
Approach LOS D F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.0 67.0 37.0 9.5 73.5 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 62.5 32.5 5.0 69.0 32.5 Max Q Clear Time (g_c+I1), s 13.5 64.5 12.5 6.1 71.0 34.5 Green Ext Time (p_c), s 0.0 0.0 1.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 174.6
HCM 7th LOS F

7.1-6
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 2 167 262 3 108 61 2348 245 234 2670 81 Future Volume (vph) 22 2 167 262 3 108 61 2348 245 234 2670 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 150 0 225 150 230 0
Storage Lanes 1 0 1 1 1 1 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 1 5 2 3 1 6
Permitted Phases 8 2
Detector Phase 74 38152316
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 9.5 22.5 Total Split (s) 10.2 22.5 21.5 33.8 19.8 9.8 56.2 21.5 19.8 66.2 Total Split (%) 8.5% 18.8% 17.9% 28.2% 16.5% 8.2% 46.8% 17.9% 16.5% 55.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 105.6 (88%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.1-7
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 2 167 262 3 108 61 2348 245 234 2670 81 Future Volume (veh/h) 22 2 167 262 3 108 61 2348 245 234 2670 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 2 167 262 3 108 61 2348 245 234 2670 81 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 39 2 193 252 457 587 78 2330 945 227 2749 83 Arrive On Green 0.02 0.12 0.12 0.14 0.24 0.24 0.04 0.46 0.46 0.13 0.54 0.54 Sat Flow, veh/h 1781 19 1550 1781 1870 1575 1781 5106 1580 1781 5093 153 Grp Volume(v), veh/h 22 0 169 262 3 108 61 2348 245 234 1778 973 Grp Sat Flow(s),veh/h/ln 1781 0 1569 1781 1870 1575 1781 1702 1580 1781 1702 1842 Q Serve(g_s), s 1.5 0.0 12.7 17.0 0.1 5.5 4.1 54.8 8.9 15.3 60.3 61.9 Cycle Q Clear(g_c), s 1.5 0.0 12.7 17.0 0.1 5.5 4.1 54.8 8.9 15.3 60.3 61.9 Prop In Lane 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 39 0 195 252 457 587 78 2330 945 227 1838 994 V/C Ratio(X) 0.57 0.00 0.86 1.04 0.01 0.18 0.78 1.01 0.26 1.03 0.97 0.98 Avail Cap(c_a), veh/h 85 0 235 252 457 587 79 2330 945 227 1838 994 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 58.1 0.0 51.5 51.5 34.3 25.4 56.8 32.6 11.5 52.3 26.6 26.9 Incr Delay (d2), s/veh 12.6 0.0 23.7 67.0 0.0 0.1 38.0 20.6 0.7 26.2 2.3 5.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 6.3 12.0 0.1 2.0 2.6 24.6 3.0 8.2 21.7 24.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.7 0.0 75.2 118.5 34.3 25.5 94.8 53.2 12.1 78.6 28.9 31.9 LnGrp LOS E E F C C F F B F C C
Approach Vol, veh/h 191 373 2654 2985
Approach Delay, s/veh 74.7 90.9 50.3 33.8
Approach LOS E F D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.8 59.3 21.5 19.4 9.8 69.3 7.1 33.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.3 51.7 17.0 18.0 5.3 61.7 5.7 29.3 Max Q Clear Time (g_c+I1), s 17.3 56.8 19.0 14.7 6.1 63.9 3.5 7.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 45.5
HCM 7th LOS D

7.1-8
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 166 196 99 170 20 815 902 128 64 2563 468 Future Volume (vph) 132 166 196 99 170 20 815 902 128 64 2563 468 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 32.0 29.0 73.2 14.8 59.0 Total Split (%) 26.7% 26.7% 26.7% 26.7% 24.2% 61.0% 12.3% 49.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.1-9
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 166 196 99 170 20 815 902 128 64 2563 468 Future Volume (veh/h) 132 166 196 99 170 20 815 902 128 64 2563 468 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 166 196 99 170 20 815 902 128 64 2563 468 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 103 117 115 163 18 364 1911 271 82 1369 242 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.34 1.00 1.00 0.05 0.45 0.45 Sat Flow, veh/h 325 450 510 325 711 77 1781 3122 443 1781 3015 533 Grp Volume(v), veh/h 494 0 0 289 0 0 815 513 517 64 1477 1554 Grp Sat Flow(s),veh/h/ln 1285 0 0 1114 0 0 1781 1777 1788 1781 1777 1771 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 24.5 0.0 0.0 4.3 54.5 54.5 Cycle Q Clear(g_c), s 27.5 0.0 0.0 27.5 0.0 0.0 24.5 0.0 0.0 4.3 54.5 54.5 Prop In Lane 0.27 0.40 0.34 0.07 1.00 0.25 1.00 0.30
Lane Grp Cap(c), veh/h 333 0 0 296 0 0 364 1088 1095 82 807 804 V/C Ratio(X) 1.49 0.00 0.00 0.98 0.00 0.00 2.24 0.47 0.47 0.78 1.83 1.93 Avail Cap(c_a), veh/h 333 0 0 296 0 0 364 1088 1095 153 807 804 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 0.0 0.0 47.1 0.0 0.0 39.5 0.0 0.0 56.6 32.7 32.8 Incr Delay (d2), s/veh 233.9 0.0 0.0 46.1 0.0 0.0 564.9 1.1 1.1 14.4 378.3 424.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 31.3 0.0 0.0 12.2 0.0 0.0 65.5 0.3 0.3 2.2 105.8 115.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 281.5 0.0 0.0 93.3 0.0 0.0 604.4 1.1 1.1 71.0 411.0 457.0 LnGrp LOS F F F A A E F F
Approach Vol, veh/h 494 289 1845 3095
Approach Delay, s/veh 281.5 93.3 267.6 427.1
Approach LOS FFFF
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.1 77.9 32.0 29.0 59.0 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.3 68.7 27.5 24.5 54.5 27.5 Max Q Clear Time (g_c+I1), s 6.3 2.0 29.5 26.5 56.5 29.5 Green Ext Time (p_c), s 0.0 6.8 0.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 346.2
HCM 7th LOS F

7.1-10
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 166 196 99 170 20 815 902 128 64 2563 468 Future Volume (vph) 132 166 196 99 170 20 815 902 128 64 2563 468 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 170 0 200 150
Storage Lanes 2 1 1 0 2 0 1 1
Taper Length (ft) 120 100 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 1039 1125
Travel Time (s) 34.7 18.2 12.9 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Perm
Protected Phases 7 4 5 3 8 5 2 1 6
Permitted Phases 4 6
Detector Phase 74538 52 166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 10.1 22.5 29.0 11.0 23.4 29.0 72.1 14.4 57.5 57.5 Total Split (%) 8.4% 18.8% 24.2% 9.2% 19.5% 24.2% 60.1% 12.0% 47.9% 47.9% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.1-11
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 166 196 99 170 20 815 902 128 64 2563 468 Future Volume (veh/h) 132 166 196 99 170 20 815 902 128 64 2563 468 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 166 196 99 170 20 815 902 128 64 2563 468 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 161 221 508 96 206 24 706 2855 403 82 2418 748 Arrive On Green 0.02 0.04 0.04 0.05 0.13 0.13 0.31 0.95 0.95 0.07 0.71 0.71 Sat Flow, veh/h 3456 1870 1565 1781 1640 193 3456 4519 639 1781 5106 1580 Grp Volume(v), veh/h 132 166 196 99 0 190 815 679 351 64 2563 468 Grp Sat Flow(s),veh/h/ln 1728 1870 1565 1781 0 1833 1728 1702 1754 1781 1702 1580 Q Serve(g_s), s 4.6 10.5 11.6 6.5 0.0 12.1 24.5 1.8 1.8 4.2 56.8 18.5 Cycle Q Clear(g_c), s 4.6 10.5 11.6 6.5 0.0 12.1 24.5 1.8 1.8 4.2 56.8 18.5 Prop In Lane 1.00 1.00 1.00 0.11 1.00 0.36 1.00 1.00
Lane Grp Cap(c), veh/h 161 221 508 96 0 230 706 2150 1108 82 2418 748 V/C Ratio(X) 0.82 0.75 0.39 1.03 0.00 0.83 1.16 0.32 0.32 0.78 1.06 0.63 Avail Cap(c_a), veh/h 161 281 558 96 0 289 706 2150 1108 147 2418 748 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 0.90 0.90 0.90 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 55.9 34.3 56.7 0.0 51.2 41.6 1.2 1.2 55.3 17.4 11.8 Incr Delay (d2), s/veh 24.9 7.5 0.4 98.9 0.0 14.5 85.4 0.4 0.8 14.6 36.6 3.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 5.5 4.7 5.5 0.0 6.3 17.1 0.5 0.7 2.1 18.4 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 83.4 63.4 34.7 155.6 0.0 65.7 127.0 1.6 2.0 69.9 54.0 15.7 LnGrp LOS F E C F E F A A E F B
Approach Vol, veh/h 494 289 1845 3095
Approach Delay, s/veh 57.4 96.5 57.0 48.5
Approach LOS E F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 80.3 11.0 18.7 29.0 61.3 10.1 19.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.9 67.6 6.5 18.0 24.5 53.0 5.6 18.9 Max Q Clear Time (g_c+I1), s 6.2 3.8 8.5 13.6 26.5 58.8 6.6 14.1 Green Ext Time (p_c), s 0.0 7.1 0.0 0.6 0.0 0.0 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 54.5
HCM 7th LOS D

7.1-12
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 443 1 269 1184 1 52
Future Volume (vph) 443 1 269 1184 1 52
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot
Protected Phases 2 1 6 8
Permitted Phases
Detector Phase 2 1 6 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5
Total Split (s) 22.5 15.0 37.5 22.5
Total Split (%) 37.5% 25.0% 62.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: West Dr. & Varner Rd.

7.1-13
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 443 1 269 1184 1 52
Future Volume (veh/h) 443 1 269 1184 1 52
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 466 1 283 1246 1 55
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1091 2 312 1955 8 461
Arrive On Green 0.30 0.30 0.17 0.55 0.30 0.30
Sat Flow, veh/h 3732 8 1781 3647 28 1537
Grp Volume(v), veh/h 228 239 283 1246 57 0
Grp Sat Flow(s),veh/h/ln 1777 1869 1781 1777 1592 0
Q Serve(g_s), s 6.2 6.2 9.3 14.6 1.6 0.0
Cycle Q Clear(g_c), s 6.2 6.2 9.3 14.6 1.6 0.0
Prop In Lane 0.00 1.00 0.02 0.96
Lane Grp Cap(c), veh/h 533 561 312 1955 478 0
V/C Ratio(X) 0.43 0.43 0.91 0.64 0.12 0.00
Avail Cap(c_a), veh/h 533 561 312 1955 478 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.38 0.38 1.00 0.00
Uniform Delay (d), s/veh 16.9 16.9 24.3 9.4 15.2 0.0
Incr Delay (d2), s/veh 2.5 2.4 13.9 0.6 0.5 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 2.5 4.5 3.5 0.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.4 19.2 38.1 10.0 15.8 0.0
LnGrp LOS B B D A B
Approach Vol, veh/h 467 1529 57
Approach Delay, s/veh 19.3 15.2 15.8
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 15.0 22.5 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.5 18.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 11.3 8.2 16.6 3.6
Green Ext Time (p_c), s 0.0 1.6 7.3 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 16.1
HCM 7th LOS B

7.1-14
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 17 121 1 1 628 2 1 1 1 2 1 90
Future Volume (vph) 17 121 1 1 628 2 1 1 1 2 1 90
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 100 100 100 100
Link Speed (mph) 30 30 30 30
Link Distance (ft) 468 308 307 480
Travel Time (s) 10.6 7.0 7.0 10.9
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-15
Item Number: 1.

HCM 7th TWSC 2045 w/ DLVSP AM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 23.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 121 1 1 628 2 1 1 1 2 1 90
Future Vol, veh/h 17 121 1 1 628 2 1 1 1 2 1 90
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 127 1 1 661 2 1 1 1 2 1 95
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 386 57 48 73 104 2 96 0 0 2 0 0
Stage 1 53 53 - 4 4 -------
Stage 2 334 4 - 69 100 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 2.1 4.018 3.318 2.1 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 892 834 1020 1517 786 1083 1498 - - 1620 - - Stage 1 1592 851 - 1705 893 -------
Stage 2 1070 892 - 1556 812 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 140 832 1020 1281 785 1083 1498 - - 1620 - - Mov Cap-2 Maneuver 140 832 - 1281 785 -------
Stage 1 1590 850 - 1704 892 -------
Stage 2 276 892 - 1319 811 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 13.07 29.11 2.47 0.16

HCM LOS B D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 545 - - 140 834 786 32 - -
HCM Lane V/C Ratio 0.001 - - 0.128 0.154 0.845 0.001 - - HCM Ctrl Dly (s/v) 7.4 0 - 34.4 10.1 29.1 7.2 0 -
HCM Lane LOS A A - D B D A A -
HCM 95th %tile Q(veh) 0 - - 0.4 0.5 9.9 0 - -

7.1-16
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP AM Peak Hour
10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 146 678 1820 2808 50
Future Volume (vph) 25 146 678 1820 2808 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 35 55 55
Link Distance (ft) 826 697 1297
Travel Time (s) 16.1 8.6 16.1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Shared Lane Traffic (%)
Turn Type Prot pm+ov Prot NA NA
Protected Phases 4 5 5 2 6
Permitted Phases 4
Detector Phase 45526
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 9.5 22.5 22.5
Total Split (s) 22.5 39.0 39.0 97.5 58.5
Total Split (%) 18.8% 32.5% 32.5% 81.3% 48.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 105.6 (88%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 10: Palm Dr. & Mihalyo Rd.

7.1-17
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP AM Peak Hour 10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 146 678 1820 2808 50
Future Volume (veh/h) 25 146 678 1820 2808 50
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 25 146 678 1820 2808 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 147 587 512 4301 2672 47
Arrive On Green 0.08 0.08 0.57 1.00 0.78 0.78
Sat Flow, veh/h 1781 1585 1781 5274 5335 92
Grp Volume(v), veh/h 25 146 678 1820 1845 1013
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1854
Q Serve(g_s), s 1.6 7.7 34.5 0.0 62.1 62.1
Cycle Q Clear(g_c), s 1.6 7.7 34.5 0.0 62.1 62.1
Prop In Lane 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 147 587 512 4301 1761 959
V/C Ratio(X) 0.17 0.25 1.32 0.42 1.05 1.06
Avail Cap(c_a), veh/h 267 693 512 4301 1761 959
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.50 1.50
Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00
Uniform Delay (d), s/veh 51.2 26.2 25.5 0.0 13.4 13.4
Incr Delay (d2), s/veh 0.5 0.2 147.0 0.0 35.2 45.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 8.0 28.3 0.0 15.1 19.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.7 26.4 172.5 0.0 48.7 58.6
LnGrp LOS D C F A F F
Approach Vol, veh/h 171 2498 2858
Approach Delay, s/veh 30.1 46.8 52.2
Approach LOS C D D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 105.6 14.4 39.0 66.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 18.0 34.5 54.0
Max Q Clear Time (g_c+I1), s 2.0 9.7 36.5 64.1
Green Ext Time (p_c), s 20.8 0.3 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 49.1
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

7.1-18
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 383 0 287 0 0 0 0 2047 384 0 1465 1267 Future Volume (vph) 383 0 287 0 0 0 0 2047 384 0 1465 1267 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 500 0 0 0 270 0 315
Storage Lanes 1 1 0 0 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 849 799 651 782
Travel Time (s) 19.3 18.2 8.1 9.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 39% 27%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 4 2 6
Permitted Phases 4 4 Free Free
Detector Phase 4 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 22.5 22.5 22.5 37.5 37.5
Total Split (%) 37.5% 37.5% 37.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 1: Palm Dr. & I-10 EB Ramps

7.1-19
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 383 0 287 0 0 0 0 2047 384 0 1465 1267 Future Volume (veh/h) 383 0 287 0 0 0 0 2047 384 0 1465 1267 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 472 0 191 0 2047 0 0 1465 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 663 0 293 0 3389 0 3389
Arrive On Green 0.19 0.00 0.19 0.00 0.66 0.00 0.00 0.66 0.00 Sat Flow, veh/h 3563 0 1572 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 472 0 191 0 2047 0 0 1465 0
Grp Sat Flow(s),veh/h/ln 1781 0 1572 0 1702 1585 0 1702 1585 Q Serve(g_s), s 7.5 0.0 6.8 0.0 13.5 0.0 0.0 8.1 0.0
Cycle Q Clear(g_c), s 7.5 0.0 6.8 0.0 13.5 0.0 0.0 8.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 663 0 293 0 3389 0 3389
V/C Ratio(X) 0.71 0.00 0.65 0.00 0.60 0.00 0.43
Avail Cap(c_a), veh/h 1069 0 472 0 3389 0 3389
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.24 0.00 Uniform Delay (d), s/veh 22.9 0.0 22.6 0.0 5.7 0.0 0.0 4.8 0.0 Incr Delay (d2), s/veh 1.4 0.0 2.5 0.0 0.8 0.0 0.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 2.5 0.0 2.1 0.0 0.0 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.3 0.0 25.1 0.0 6.5 0.0 0.0 4.9 0.0 LnGrp LOS C C A A
Approach Vol, veh/h 663 2047 1465
Approach Delay, s/veh 24.5 6.5 4.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 44.3 15.7 44.3
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 33.0
Max Q Clear Time (g_c+I1), s 15.5 9.5 10.1
Green Ext Time (p_c), s 12.3 1.7 10.1
Intersection Summary
HCM 7th Control Delay, s/veh 8.8
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.1-20
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 300 0 1332 0 1991 439 0 2432 910 Future Volume (vph) 0 0 0 300 0 1332 0 1991 439 0 2432 910 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 10% 49%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 58.0 58.0 58.0 62.0 62.0
Total Split (%) 48.3% 48.3% 48.3% 51.7% 51.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

7.1-21
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 300 0 1332 0 1991 439 0 2432 910 Future Volume (veh/h) 0 0 0 300 0 1332 0 1991 439 0 2432 910 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 200 0 1439 0 1991 0 0 2432 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 794 0 1409 0 2447 0 2447
Arrive On Green 0.45 0.00 0.45 0.00 0.96 0.00 0.00 0.48 0.00 Sat Flow, veh/h 1781 0 3159 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 200 0 1439 0 1991 0 0 2432 0
Grp Sat Flow(s),veh/h/ln 1781 0 1580 0 1702 1585 0 1702 1585 Q Serve(g_s), s 8.4 0.0 53.5 0.0 8.9 0.0 0.0 56.8 0.0
Cycle Q Clear(g_c), s 8.4 0.0 53.5 0.0 8.9 0.0 0.0 56.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 794 0 1409 0 2447 0 2447
V/C Ratio(X) 0.25 0.00 1.02 0.00 0.81 0.00 0.99
Avail Cap(c_a), veh/h 794 0 1409 0 2447 0 2447
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.71 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 20.8 0.0 33.3 0.0 1.5 0.0 0.0 31.1 0.0 Incr Delay (d2), s/veh 0.2 0.0 29.6 0.0 2.2 0.0 0.0 16.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 25.6 0.0 1.2 0.0 0.0 24.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.9 0.0 62.8 0.0 3.7 0.0 0.0 47.9 0.0 LnGrp LOS C F A D
Approach Vol, veh/h 1639 1991 2432
Approach Delay, s/veh 57.7 3.7 47.9
Approach LOS E A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 62.0 62.0 58.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 57.5 53.5
Max Q Clear Time (g_c+I1), s 10.9 58.8 55.5
Green Ext Time (p_c), s 21.2 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 36.0
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.1-22
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 72 3 105 309 7 254 155 2875 333 291 2951 32 Future Volume (vph) 72 3 105 309 7 254 155 2875 333 291 2951 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 37.0 37.0 37.0 37.0 12.0 67.0 16.0 71.0 Total Split (%) 30.8% 30.8% 30.8% 30.8% 10.0% 55.8% 13.3% 59.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.1-23
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 3 105 309 7 254 155 2875 333 291 2951 32 Future Volume (veh/h) 72 3 105 309 7 254 155 2875 333 291 2951 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 3 105 309 7 254 155 2875 333 291 2951 32 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 335 12 417 212 4 136 111 1674 190 171 1996 22 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.06 0.52 0.52 0.13 0.74 0.74 Sat Flow, veh/h 1118 44 1539 611 14 502 1781 3215 365 1781 3601 39 Grp Volume(v), veh/h 72 0 108 570 0 0 155 1563 1645 291 1453 1530 Grp Sat Flow(s),veh/h/ln 1118 0 1583 1126 0 0 1781 1777 1803 1781 1777 1863 Q Serve(g_s), s 0.0 0.0 6.4 26.1 0.0 0.0 7.5 62.5 62.5 11.5 66.5 66.5 Cycle Q Clear(g_c), s 6.7 0.0 6.4 32.5 0.0 0.0 7.5 62.5 62.5 11.5 66.5 66.5 Prop In Lane 1.00 0.97 0.54 0.45 1.00 0.20 1.00 0.02
Lane Grp Cap(c), veh/h 335 0 429 351 0 0 111 925 939 171 985 1032 V/C Ratio(X) 0.22 0.00 0.25 1.62 0.00 0.00 1.39 1.69 1.75 1.70 1.48 1.48 Avail Cap(c_a), veh/h 335 0 429 351 0 0 111 925 939 171 985 1032 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 34.3 0.0 34.2 48.7 0.0 0.0 56.3 28.7 28.8 52.4 15.8 15.8 Incr Delay (d2), s/veh 0.3 0.0 0.3 292.8 0.0 0.0 222.1 314.7 342.9 319.4 214.7 217.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 2.5 39.0 0.0 0.0 10.1 104.0 112.9 19.9 71.6 75.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.7 0.0 34.5 341.5 0.0 0.0 278.4 343.4 371.7 371.7 230.4 233.0 LnGrp LOS C CF FFFFFF
Approach Vol, veh/h 180 570 3363 3274
Approach Delay, s/veh 34.6 341.5 354.2 244.2
Approach LOS C F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.0 67.0 37.0 12.0 71.0 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 62.5 32.5 7.5 66.5 32.5 Max Q Clear Time (g_c+I1), s 13.5 64.5 8.7 9.5 68.5 34.5 Green Ext Time (p_c), s 0.0 0.0 0.9 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 296.7
HCM 7th LOS F

7.1-24
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 72 3 105 309 7 254 155 2875 333 291 2951 32 Future Volume (vph) 72 3 105 309 7 254 155 2875 333 291 2951 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 150 0 225 150 230 0
Storage Lanes 1 0 1 1 1 1 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 1 5 2 3 1 6
Permitted Phases 8 2
Detector Phase 74 38152316
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 9.5 22.5 Total Split (s) 14.9 22.5 20.0 27.6 20.0 13.0 57.5 20.0 20.0 64.5 Total Split (%) 12.4% 18.8% 16.7% 23.0% 16.7% 10.8% 47.9% 16.7% 16.7% 53.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 20 (17%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.1-25
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 3 105 309 7 254 155 2875 333 291 2951 32 Future Volume (veh/h) 72 3 105 309 7 254 155 2875 333 291 2951 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 3 105 309 7 254 155 2875 333 291 2951 32 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 92 4 132 230 307 463 126 2578 1003 230 2933 32 Arrive On Green 0.05 0.09 0.09 0.13 0.16 0.16 0.12 0.85 0.85 0.22 0.95 0.95 Sat Flow, veh/h 1781 43 1521 1781 1870 1571 1781 5106 1580 1781 5208 56 Grp Volume(v), veh/h 72 0 108 309 7 254 155 2875 333 291 1925 1058 Grp Sat Flow(s),veh/h/ln 1781 0 1565 1781 1870 1571 1781 1702 1580 1781 1702 1860 Q Serve(g_s), s 4.8 0.0 8.1 15.5 0.4 16.4 8.5 60.6 4.4 15.5 67.6 67.6 Cycle Q Clear(g_c), s 4.8 0.0 8.1 15.5 0.4 16.4 8.5 60.6 4.4 15.5 67.6 67.6 Prop In Lane 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 92 0 136 230 307 463 126 2578 1003 230 1917 1048 V/C Ratio(X) 0.78 0.00 0.80 1.34 0.02 0.55 1.23 1.12 0.33 1.26 1.00 1.01 Avail Cap(c_a), veh/h 154 0 235 230 360 507 126 2578 1003 230 1917 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.68 1.68 1.68 1.68 1.68 1.68 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 56.2 0.0 53.7 52.3 42.1 35.7 52.9 9.1 2.7 47.0 3.2 3.2 Incr Delay (d2), s/veh 13.3 0.0 10.0 180.5 0.0 1.0 154.0 57.9 0.9 122.4 7.2 10.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 3.6 18.3 0.2 6.2 8.9 17.7 1.2 13.7 3.2 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.5 0.0 63.8 232.8 42.1 36.8 206.9 67.0 3.6 169.4 10.4 14.1 LnGrp LOS E E F D D F F A F F F
Approach Vol, veh/h 180 570 3363 3274
Approach Delay, s/veh 66.1 143.1 67.2 25.7
Approach LOS E F E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 65.1 20.0 14.9 13.0 72.1 10.7 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 53.0 15.5 18.0 8.5 60.0 10.4 23.1 Max Q Clear Time (g_c+I1), s 17.5 62.6 17.5 10.1 10.5 69.6 6.8 18.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 54.6
HCM 7th LOS D

7.1-26
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 571 202 941 91 167 70 348 2582 69 39 1447 210 Future Volume (vph) 571 202 941 91 167 70 348 2582 69 39 1447 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 16.0 49.5 9.5 43.0
Total Split (%) 50.8% 50.8% 50.8% 50.8% 13.3% 41.3% 7.9% 35.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.1-27
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 571 202 941 91 167 70 348 2582 69 39 1447 210 Future Volume (veh/h) 571 202 941 91 167 70 348 2582 69 39 1447 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 571 202 941 91 167 70 348 2582 69 39 1447 210 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 246 73 340 181 324 127 171 1366 36 54 1000 143 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.10 0.39 0.39 0.03 0.32 0.32 Sat Flow, veh/h 438 155 722 303 687 269 1781 3536 94 1781 3116 446 Grp Volume(v), veh/h 1714 0 0 328 0 0 348 1292 1359 39 817 840 Grp Sat Flow(s),veh/h/ln 1315 0 0 1259 0 0 1781 1777 1853 1781 1777 1786 Q Serve(g_s), s 36.3 0.0 0.0 0.0 0.0 0.0 11.5 46.4 46.4 2.6 38.5 38.5 Cycle Q Clear(g_c), s 56.5 0.0 0.0 20.2 0.0 0.0 11.5 46.4 46.4 2.6 38.5 38.5 Prop In Lane 0.33 0.55 0.28 0.21 1.00 0.05 1.00 0.25
Lane Grp Cap(c), veh/h 659 0 0 631 0 0 171 686 716 54 570 573 V/C Ratio(X) 2.60 0.00 0.00 0.52 0.00 0.00 2.04 1.88 1.90 0.72 1.43 1.47 Avail Cap(c_a), veh/h 659 0 0 631 0 0 171 686 716 74 570 573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 21.6 0.0 0.0 54.2 36.8 36.8 57.7 40.8 40.8 Incr Delay (d2), s/veh 724.9 0.0 0.0 0.8 0.0 0.0 469.2 397.1 405.1 19.2 204.9 219.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 150.9 0.0 0.0 5.9 0.0 0.0 27.2 94.1 99.8 1.4 48.1 50.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 759.8 0.0 0.0 22.3 0.0 0.0 523.5 433.9 442.0 76.9 245.6 259.9 LnGrp LOS F C F F F E F F
Approach Vol, veh/h 1714 328 2999 1696
Approach Delay, s/veh 759.8 22.3 448.0 248.8
Approach LOS F C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 50.9 61.0 16.0 43.0 61.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 45.0 56.5 11.5 38.5 56.5 Max Q Clear Time (g_c+I1), s 4.6 48.4 58.5 13.5 40.5 22.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.0
Intersection Summary
HCM 7th Control Delay, s/veh 456.4
HCM 7th LOS F

7.1-28
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 571 202 941 91 167 70 348 2582 69 39 1447 210 Future Volume (vph) 571 202 941 91 167 70 348 2582 69 39 1447 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 170 0 200 150
Storage Lanes 2 1 1 0 2 0 1 1
Taper Length (ft) 120 100 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 1057 1125
Travel Time (s) 34.7 18.2 13.1 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Perm
Protected Phases 7 4 5 3 8 5 2 1 6
Permitted Phases 4 6
Detector Phase 74538 52 166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.5 10.0 10.0 22.5 10.0 22.5 10.0 22.5 22.5 Total Split (s) 21.0 28.5 38.0 15.0 22.5 38.0 66.9 10.0 38.9 38.9 Total Split (%) 17.4% 23.7% 31.6% 12.5% 18.7% 31.6% 55.6% 8.3% 32.3% 32.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120.4
Actuated Cycle Length: 120.4
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.1-29
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 571 202 941 91 167 70 348 2582 69 39 1447 210 Future Volume (veh/h) 571 202 941 91 167 70 348 2582 69 39 1447 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 571 202 941 91 167 70 348 2582 69 39 1447 210 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 475 415 789 114 185 78 958 2728 72 54 1464 452 Arrive On Green 0.23 0.37 0.37 0.06 0.15 0.15 0.50 0.96 0.96 0.05 0.52 0.52 Sat Flow, veh/h 3456 1870 1574 1781 1247 523 3456 5114 136 1781 5106 1577 Grp Volume(v), veh/h 571 202 941 91 0 237 348 1714 937 39 1447 210 Grp Sat Flow(s),veh/h/ln 1728 1870 1574 1781 0 1770 1728 1702 1845 1781 1702 1577 Q Serve(g_s), s 16.5 9.9 26.7 6.0 0.0 15.8 7.4 25.6 28.3 2.6 33.6 7.1 Cycle Q Clear(g_c), s 16.5 9.9 26.7 6.0 0.0 15.8 7.4 25.6 28.3 2.6 33.6 7.1 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 475 415 789 114 0 263 958 1816 985 54 1464 452 V/C Ratio(X) 1.20 0.49 1.19 0.80 0.00 0.90 0.36 0.94 0.95 0.72 0.99 0.46 Avail Cap(c_a), veh/h 475 415 789 156 0 265 965 1816 985 82 1464 452 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.80 1.80 1.80 1.80 1.80 1.80 Upstream Filter(I) 0.59 0.59 0.59 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 32.5 10.9 55.4 0.0 50.2 23.6 1.6 1.7 56.2 28.8 11.4 Incr Delay (d2), s/veh 102.6 0.5 94.4 18.0 0.0 30.6 0.2 11.4 19.2 16.5 21.0 3.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 4.0 28.3 3.2 0.0 8.9 2.6 3.8 6.2 1.3 11.6 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 148.8 33.0 105.3 73.3 0.0 80.8 23.8 13.1 20.9 72.8 49.8 14.8 LnGrp LOS FCFE FCBCEDB
Approach Vol, veh/h 1714 328 2999 1696
Approach Delay, s/veh 111.3 78.7 16.8 46.0
Approach LOS F E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 68.5 12.2 31.2 37.8 38.9 21.0 22.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 62.4 10.5 24.0 33.5 34.4 16.5 18.0 Max Q Clear Time (g_c+I1), s 4.6 30.3 8.0 28.7 9.4 35.6 18.5 17.8 Green Ext Time (p_c), s 0.0 24.0 0.0 0.0 1.1 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 51.2
HCM 7th LOS D

7.1-30
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1393 1 102 623 1 322
Future Volume (vph) 1393 1 102 623 1 322
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot
Protected Phases 2 1 6 8
Permitted Phases
Detector Phase 2 1 6 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5
Total Split (s) 68.6 19.4 88.0 32.0
Total Split (%) 57.2% 16.2% 73.3% 26.7%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 5: West Dr. & Varner Rd.

7.1-31
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1393 1 102 623 1 322
Future Volume (veh/h) 1393 1 102 623 1 322
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1466 1 107 656 1 339
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2128 1 133 2473 1 361
Arrive On Green 0.58 0.58 0.07 0.70 0.23 0.23
Sat Flow, veh/h 3738 2 1781 3647 5 1577
Grp Volume(v), veh/h 715 752 107 656 341 0
Grp Sat Flow(s),veh/h/ln 1777 1870 1781 1777 1586 0
Q Serve(g_s), s 33.6 33.6 7.1 8.3 25.3 0.0
Cycle Q Clear(g_c), s 33.6 33.6 7.1 8.3 25.3 0.0
Prop In Lane 0.00 1.00 0.00 0.99
Lane Grp Cap(c), veh/h 1037 1092 133 2473 364 0
V/C Ratio(X) 0.69 0.69 0.81 0.27 0.94 0.00
Avail Cap(c_a), veh/h 1037 1092 221 2473 364 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.84 0.84 1.00 0.00
Uniform Delay (d), s/veh 17.4 17.4 54.7 6.8 45.4 0.0
Incr Delay (d2), s/veh 3.7 3.6 9.3 0.2 33.9 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.9 13.5 3.4 2.5 13.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.1 20.9 64.0 7.0 79.3 0.0
LnGrp LOS C C E A E
Approach Vol, veh/h 1467 763 341
Approach Delay, s/veh 21.0 15.0 79.3
Approach LOS C B E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.4 74.6 88.0 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.9 64.1 83.5 27.5
Max Q Clear Time (g_c+I1), s 9.1 35.6 10.3 27.3
Green Ext Time (p_c), s 0.1 10.5 4.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 27.0
HCM 7th LOS C

7.1-32
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 107 751 1 1 239 2 1 1 1 2 1 34
Future Volume (vph) 107 751 1 1 239 2 1 1 1 2 1 34
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 100 100 100 100
Link Speed (mph) 30 30 30 30
Link Distance (ft) 468 308 307 480
Travel Time (s) 10.6 7.0 7.0 10.9
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-33
Item Number: 1.

HCM 7th TWSC 2045 w/ DLVSP PM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 24.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 107 751 1 1 239 2 1 1 1 2 1 34
Future Vol, veh/h 107 751 1 1 239 2 1 1 1 2 1 34
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 791 1 1 252 2 1 1 1 2 1 36
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 152 27 19 404 45 2 37 0 0 2 0 0
Stage 1 23 23 - 4 4 -------
Stage 2 129 4 - 401 41 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 3.9 3.318 3.518 3.9 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 815 892 1059 557 872 1083 1574 - - 1620 - - Stage 1 995 902 - 1019 920 -------
Stage 2 875 919 - 626 886 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 578 890 1059 62 870 1083 1574 - - 1620 - - Mov Cap-2 Maneuver 578 890 - 62 870 -------
Stage 1 994 901 - 1018 919 -------
Stage 2 634 919 - 77 885 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 29.15 11.28 2.43 0.39

HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 545 - - 578 890 827 81 - -
HCM Lane V/C Ratio 0.001 - - 0.195 0.889 0.308 0.001 - - HCM Ctrl Dly (s/v) 7.3 0 - 12.7 31.5 11.3 7.2 0 -
HCM Lane LOS A A - B D B A A -
HCM 95th %tile Q(veh) 0 - - 0.7 12.1 1.3 0 - -

7.1-34
Item Number: 1.

Lanes, Volumes, Timings 2045 w/ DLVSP PM Peak Hour
10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 90 841 299 2909 2419 60
Future Volume (vph) 90 841 299 2909 2419 60
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 35 55 55
Link Distance (ft) 826 697 1279
Travel Time (s) 16.1 8.6 15.9
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Shared Lane Traffic (%)
Turn Type Prot pm+ov Prot NA NA
Protected Phases 4 5 5 2 6
Permitted Phases 4
Detector Phase 45526
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 9.5 22.5 22.5
Total Split (s) 22.5 40.0 40.0 97.5 57.5
Total Split (%) 18.8% 33.3% 33.3% 81.3% 47.9%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 10: Palm Dr. & Mihalyo Rd.

7.1-35
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 w/ DLVSP PM Peak Hour 10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 90 841 299 2909 2419 60
Future Volume (veh/h) 90 841 299 2909 2419 60
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 90 841 299 2909 2419 60
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 267 527 326 3957 2843 70
Arrive On Green 0.15 0.15 0.37 1.00 0.83 0.83
Sat Flow, veh/h 1781 1585 1781 5274 5293 127
Grp Volume(v), veh/h 90 841 299 2909 1603 876
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1848
Q Serve(g_s), s 5.4 18.0 19.2 0.0 32.3 33.0
Cycle Q Clear(g_c), s 5.4 18.0 19.2 0.0 32.3 33.0
Prop In Lane 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 267 527 326 3957 1888 1025
V/C Ratio(X) 0.34 1.59 0.92 0.74 0.85 0.85
Avail Cap(c_a), veh/h 267 527 527 3957 1888 1025
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.50 1.50
Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00
Uniform Delay (d), s/veh 45.7 40.0 37.2 0.0 7.2 7.3
Incr Delay (d2), s/veh 0.7 276.4 1.7 0.1 5.0 9.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 69.8 6.4 0.0 5.3 6.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.4 316.4 38.9 0.1 12.2 16.3
LnGrp LOS D F D A B B
Approach Vol, veh/h 931 3208 2479
Approach Delay, s/veh 290.3 3.7 13.6
Approach LOS F A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 97.5 22.5 26.4 71.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 18.0 35.5 53.0
Max Q Clear Time (g_c+I1), s 2.0 20.0 21.2 35.0
Green Ext Time (p_c), s 60.4 0.0 0.7 14.3
Intersection Summary
HCM 7th Control Delay, s/veh 47.8
HCM 7th LOS D

7.1-36
Item Number: 1.

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
APPENDIX 7.2: HORIZON YEAR 2045 WITH PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Item Number: 1.

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
This Page Intentionally Left Blank
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 226 0 528 0 0 0 0 743 253 0 1901 1199 Future Volume (vph) 226 0 528 0 0 0 0 743 253 0 1901 1199 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 500 0 0 0 270 0 315
Storage Lanes 1 1 0 0 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 849 799 651 782
Travel Time (s) 19.3 18.2 8.1 9.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 10% 48%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 4 2 6
Permitted Phases 4 4 Free Free
Detector Phase 4 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 24.0 24.0 24.0 36.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 60.0% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 1: Palm Dr. & I-10 EB Ramps

7.2-1
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 226 0 528 0 0 0 0 743 253 0 1901 1199 Future Volume (veh/h) 226 0 528 0 0 0 0 743 253 0 1901 1199 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 151 0 609 0 743 0 0 1901 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 437 0 772 0 3089 0 3089
Arrive On Green 0.25 0.00 0.25 0.00 0.60 0.00 0.00 0.80 0.00 Sat Flow, veh/h 1781 0 3151 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 151 0 609 0 743 0 0 1901 0
Grp Sat Flow(s),veh/h/ln 1781 0 1575 0 1702 1585 0 1702 1585 Q Serve(g_s), s 4.2 0.0 10.9 0.0 4.0 0.0 0.0 8.6 0.0
Cycle Q Clear(g_c), s 4.2 0.0 10.9 0.0 4.0 0.0 0.0 8.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 437 0 772 0 3089 0 3089
V/C Ratio(X) 0.35 0.00 0.79 0.00 0.24 0.00 0.62
Avail Cap(c_a), veh/h 579 0 1024 0 3089 0 3089
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.50 0.00 Uniform Delay (d), s/veh 18.7 0.0 21.2 0.0 5.5 0.0 0.0 3.2 0.0 Incr Delay (d2), s/veh 0.5 0.0 3.1 0.0 0.2 0.0 0.0 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 4.0 0.0 0.8 0.0 0.0 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.2 0.0 24.3 0.0 5.7 0.0 0.0 3.6 0.0 LnGrp LOS B C A A
Approach Vol, veh/h 760 743 1901
Approach Delay, s/veh 23.3 5.7 3.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 40.8 19.2 40.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 6.0 12.9 10.6
Green Ext Time (p_c), s 4.6 1.8 12.9
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.2-2
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 382 0 763 0 716 254 0 2718 172 Future Volume (vph) 0 0 0 382 0 763 0 716 254 0 2718 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 10% 48%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 39.0 39.0 39.0 81.0 81.0
Total Split (%) 32.5% 32.5% 32.5% 67.5% 67.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

7.2-3
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 382 0 763 0 716 254 0 2718 172 Future Volume (veh/h) 0 0 0 382 0 763 0 716 254 0 2718 172 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 255 0 899 0 716 0 0 2718 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 512 0 907 0 3255 0 3255
Arrive On Green 0.29 0.00 0.29 0.00 1.00 0.00 0.00 0.64 0.00 Sat Flow, veh/h 1781 0 3154 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 255 0 899 0 716 0 0 2718 0
Grp Sat Flow(s),veh/h/ln 1781 0 1577 0 1702 1585 0 1702 1585 Q Serve(g_s), s 14.3 0.0 34.1 0.0 0.0 0.0 0.0 49.5 0.0
Cycle Q Clear(g_c), s 14.3 0.0 34.1 0.0 0.0 0.0 0.0 49.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 512 0 907 0 3255 0 3255
V/C Ratio(X) 0.50 0.00 0.99 0.00 0.22 0.00 0.83
Avail Cap(c_a), veh/h 512 0 907 0 3255 0 3255
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.97 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.5 0.0 42.6 0.0 0.0 0.0 0.0 16.9 0.0 Incr Delay (d2), s/veh 0.8 0.0 27.7 0.0 0.2 0.0 0.0 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 16.6 0.0 0.0 0.0 0.0 16.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.3 0.0 70.3 0.0 0.2 0.0 0.0 19.6 0.0 LnGrp LOS D E A B
Approach Vol, veh/h 1154 716 2718
Approach Delay, s/veh 62.8 0.2 19.6
Approach LOS E A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 81.0 81.0 39.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 76.5 76.5 34.5
Max Q Clear Time (g_c+I1), s 2.0 51.5 36.1
Green Ext Time (p_c), s 4.8 20.9 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 27.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.2-4
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 2 167 262 3 108 61 1207 245 234 2474 81 Future Volume (vph) 22 2 167 262 3 108 61 1207 245 234 2474 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 38.0 38.0 38.0 38.0 9.5 60.1 21.9 72.5
Total Split (%) 31.7% 31.7% 31.7% 31.7% 7.9% 50.1% 18.3% 60.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.2-5
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 2 167 262 3 108 61 1207 245 234 2474 81 Future Volume (veh/h) 22 2 167 262 3 108 61 1207 245 234 2474 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 2 167 262 3 108 61 1207 245 234 2474 81 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 427 5 436 228 2 73 74 1368 275 256 1990 65
Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.04 0.46 0.46 0.29 1.00 1.00 Sat Flow, veh/h 1282 19 1561 632 7 261 1781 2944 592 1781 3512 114 Grp Volume(v), veh/h 22 0 169 373 0 0 61 724 728 234 1245 1310 Grp Sat Flow(s),veh/h/ln 1282 0 1579 900 0 0 1781 1777 1760 1781 1777 1849 Q Serve(g_s), s 0.0 0.0 10.4 23.1 0.0 0.0 4.1 44.2 45.3 15.2 68.0 56.8 Cycle Q Clear(g_c), s 1.5 0.0 10.4 33.5 0.0 0.0 4.1 44.2 45.3 15.2 68.0 56.8 Prop In Lane 1.00 0.99 0.70 0.29 1.00 0.34 1.00 0.06
Lane Grp Cap(c), veh/h 427 0 441 302 0 0 74 826 818 256 1007 1048 V/C Ratio(X) 0.05 0.00 0.38 1.23 0.00 0.00 0.82 0.88 0.89 0.91 1.24 1.25 Avail Cap(c_a), veh/h 427 0 441 302 0 0 74 826 818 258 1007 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.33 0.33 0.33 Uniform Delay (d), s/veh 31.7 0.0 34.9 50.4 0.0 0.0 57.1 29.0 29.3 42.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.5 130.6 0.0 0.0 49.8 12.7 13.9 15.2 109.3 115.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 4.1 20.0 0.0 0.0 2.8 19.8 20.3 6.4 30.6 33.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.8 0.0 35.5 181.0 0.0 0.0 106.8 41.7 43.2 57.2 109.3 115.4 LnGrp LOS C D F F D D E F F
Approach Vol, veh/h 191 373 1513 2789
Approach Delay, s/veh 35.0 181.0 45.1 107.8
Approach LOS D F D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.7 60.3 38.0 9.5 72.5 38.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 17.4 55.6 33.5 5.0 68.0 33.5 Max Q Clear Time (g_c+I1), s 17.2 47.3 12.4 6.1 70.0 35.5 Green Ext Time (p_c), s 0.0 5.2 1.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 91.1
HCM 7th LOS F

7.2-6
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 2 167 262 3 108 61 1207 245 234 2474 81 Future Volume (vph) 22 2 167 262 3 108 61 1207 245 234 2474 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 150 0 225 150 230 0
Storage Lanes 1 0 1 1 1 1 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 381
Travel Time (s) 7.2 5.9 5.9 4.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 1 5 2 3 1 6
Permitted Phases 8 2
Detector Phase 74 38152316
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 9.5 9.5 22.5 9.5 9.5 22.5 9.5 9.5 22.5 Total Split (s) 10.2 14.0 25.0 28.8 30.3 10.0 50.7 25.0 30.3 71.0 Total Split (%) 8.5% 11.7% 20.8% 24.0% 25.3% 8.3% 42.3% 20.8% 25.3% 59.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30.3 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.2-7
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 2 167 262 3 108 61 1207 245 234 2474 81 Future Volume (veh/h) 22 2 167 262 3 108 61 1207 245 234 2474 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 2 167 262 3 108 61 1207 245 234 2474 81 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 39 1 122 288 410 581 78 2350 984 265 2869 93 Arrive On Green 0.02 0.08 0.08 0.16 0.22 0.22 0.04 0.46 0.46 0.15 0.56 0.56 Sat Flow, veh/h 1781 18 1540 1781 1870 1574 1781 5106 1580 1781 5079 165 Grp Volume(v), veh/h 22 0 169 262 3 108 61 1207 245 234 1653 902 Grp Sat Flow(s),veh/h/ln 1781 0 1558 1781 1870 1574 1781 1702 1580 1781 1702 1840 Q Serve(g_s), s 1.5 0.0 9.5 17.3 0.2 5.6 4.1 20.0 8.3 15.5 49.3 50.2 Cycle Q Clear(g_c), s 1.5 0.0 9.5 17.3 0.2 5.6 4.1 20.0 8.3 15.5 49.3 50.2 Prop In Lane 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 39 0 123 288 410 581 78 2350 984 265 1923 1039 V/C Ratio(X) 0.57 0.00 1.37 0.91 0.01 0.19 0.78 0.51 0.25 0.88 0.86 0.87 Avail Cap(c_a), veh/h 85 0 123 304 410 581 82 2350 984 383 1923 1039 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.1 0.0 55.3 49.4 36.6 25.7 56.8 22.9 10.1 50.1 22.1 22.3 Incr Delay (d2), s/veh 12.6 0.0 209.5 28.6 0.0 0.2 36.0 0.8 0.6 15.6 5.3 9.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 10.9 9.8 0.1 2.1 2.5 7.6 2.8 7.7 18.3 21.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.7 0.0 264.7 78.0 36.6 25.9 92.7 23.7 10.7 65.7 27.4 32.0 LnGrp LOS E F E D C F C B E C C
Approach Vol, veh/h 191 373 1513 2789
Approach Delay, s/veh 242.4 62.6 24.4 32.1
Approach LOS F E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.3 59.7 23.9 14.0 9.8 72.3 7.1 30.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.8 46.2 20.5 9.5 5.5 66.5 5.7 24.3 Max Q Clear Time (g_c+I1), s 17.5 22.0 19.3 11.5 6.1 52.2 3.5 7.6 Green Ext Time (p_c), s 0.4 9.1 0.1 0.0 0.0 12.0 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 40.3
HCM 7th LOS D

7.2-8
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 151 89 99 87 20 197 902 128 64 2563 121 Future Volume (vph) 67 151 89 99 87 20 197 902 128 64 2563 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 30.0 30.0 30.0 30.0 15.0 75.2 14.8 75.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 12.5% 62.7% 12.3% 62.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.2-9
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 151 89 99 87 20 197 902 128 64 2563 121 Future Volume (veh/h) 67 151 89 99 87 20 197 902 128 64 2563 121 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 151 89 99 87 20 197 902 128 64 2563 121 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 177 97 130 104 20 156 1963 279 82 2030 95 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.17 1.00 1.00 0.05 0.59 0.59 Sat Flow, veh/h 279 834 454 402 491 96 1781 3122 443 1781 3455 162 Grp Volume(v), veh/h 307 0 0 206 0 0 197 513 517 64 1308 1376 Grp Sat Flow(s),veh/h/ln 1567 0 0 989 0 0 1781 1777 1789 1781 1777 1840 Q Serve(g_s), s 0.0 0.0 0.0 2.1 0.0 0.0 10.5 0.0 0.0 4.3 70.5 70.5 Cycle Q Clear(g_c), s 23.0 0.0 0.0 25.1 0.0 0.0 10.5 0.0 0.0 4.3 70.5 70.5 Prop In Lane 0.22 0.29 0.48 0.10 1.00 0.25 1.00 0.09
Lane Grp Cap(c), veh/h 370 0 0 255 0 0 156 1117 1125 82 1044 1081 V/C Ratio(X) 0.83 0.00 0.00 0.81 0.00 0.00 1.26 0.46 0.46 0.78 1.25 1.27 Avail Cap(c_a), veh/h 370 0 0 255 0 0 156 1117 1125 153 1044 1081 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 0.0 0.0 46.7 0.0 0.0 49.5 0.0 0.0 56.6 24.7 24.7 Incr Delay (d2), s/veh 14.7 0.0 0.0 17.5 0.0 0.0 157.5 1.3 1.3 14.4 121.7 130.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 0.0 0.0 7.1 0.0 0.0 10.9 0.4 0.4 2.2 59.9 64.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.7 0.0 0.0 64.2 0.0 0.0 207.0 1.3 1.3 71.0 146.4 154.9 LnGrp LOS E E F A A E F F
Approach Vol, veh/h 307 206 1227 2748
Approach Delay, s/veh 60.7 64.2 34.3 148.9
Approach LOS E E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.1 79.9 30.0 15.0 75.0 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.3 70.7 25.5 10.5 70.5 25.5 Max Q Clear Time (g_c+I1), s 6.3 2.0 25.0 12.5 72.5 27.1 Green Ext Time (p_c), s 0.0 6.8 0.1 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 107.7
HCM 7th LOS F

7.2-10
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 151 89 99 87 20 197 902 128 64 2563 121 Future Volume (vph) 67 151 89 99 87 20 197 902 128 64 2563 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 170 0 200 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 100 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 74 38 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 12.0 22.6 12.2 22.8 19.0 70.8 14.4 66.2 Total Split (%) 10.0% 18.8% 10.2% 19.0% 15.8% 59.0% 12.0% 55.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.2-11
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 151 89 99 87 20 197 902 128 64 2563 121 Future Volume (veh/h) 67 151 89 99 87 20 197 902 128 64 2563 121 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 151 89 99 87 20 197 902 128 64 2563 121 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 86 166 98 114 245 56 215 2660 376 82 2570 120 Arrive On Green 0.05 0.15 0.15 0.06 0.17 0.17 0.24 1.00 1.00 0.05 0.51 0.51 Sat Flow, veh/h 1781 1099 648 1781 1468 338 1781 4518 638 1781 4998 233 Grp Volume(v), veh/h 67 0 240 99 0 107 197 679 351 64 1737 947 Grp Sat Flow(s),veh/h/ln 1781 0 1746 1781 0 1806 1781 1702 1752 1781 1702 1827 Q Serve(g_s), s 4.5 0.0 16.2 6.6 0.0 6.3 12.9 0.0 0.0 4.3 60.7 61.7 Cycle Q Clear(g_c), s 4.5 0.0 16.2 6.6 0.0 6.3 12.9 0.0 0.0 4.3 60.7 61.7 Prop In Lane 1.00 0.37 1.00 0.19 1.00 0.36 1.00 0.13
Lane Grp Cap(c), veh/h 86 0 263 114 0 301 215 2004 1032 82 1750 939 V/C Ratio(X) 0.78 0.00 0.91 0.87 0.00 0.36 0.92 0.34 0.34 0.78 0.99 1.01 Avail Cap(c_a), veh/h 111 0 263 114 0 301 215 2004 1032 147 1750 939 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 0.0 50.2 55.6 0.0 44.3 44.9 0.0 0.0 56.6 28.9 29.2 Incr Delay (d2), s/veh 22.8 0.0 33.1 45.8 0.0 0.7 38.0 0.4 0.9 14.4 19.7 31.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 9.2 4.3 0.0 2.8 7.0 0.1 0.2 2.2 26.5 31.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 79.3 0.0 83.2 101.4 0.0 45.0 82.9 0.4 0.9 71.0 48.6 60.6 LnGrp LOS E F F D F A A E D F
Approach Vol, veh/h 307 206 1227 2748
Approach Delay, s/veh 82.4 72.1 13.8 53.3
Approach LOS F E B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 75.2 12.2 22.6 19.0 66.2 10.3 24.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.9 66.3 7.7 18.1 14.5 61.7 7.5 18.3 Max Q Clear Time (g_c+I1), s 6.3 2.0 8.6 18.2 14.9 63.7 6.5 8.3 Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 0.0 0.0 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 45.4
HCM 7th LOS D

7.2-12
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 301 1 20 386 1 6
Future Volume (vph) 301 1 20 386 1 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-13
Item Number: 1.

HCM 7th TWSC 2045 WP AM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 301 1 20 386 1 6
Future Vol, veh/h 301 1 20 386 1 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 317 1 21 406 1 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 318 0 766 317
Stage 1 - - - - 317 -
Stage 2 - - - - 448 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1242 - 371 723
Stage 1 - - - - 738 -
Stage 2 - - - - 643 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1242 - 363 723
Mov Cap-2 Maneuver - - - - 363 -
Stage 1 - - - - 738 -
Stage 2 - - - - 629 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.39 10.75

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 633 - - 89 -
HCM Lane V/C Ratio 0.012 - - 0.017 -
HCM Ctrl Dly (s/v) 10.8 - - 7.9 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0 - - 0.1 -

7.2-14
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
6: Project Access 1 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 288 1 39 347 1 12
Future Volume (vph) 288 1 39 347 1 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 420 2025 316
Travel Time (s) 5.2 25.1 7.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-15
Item Number: 1.

HCM 7th TWSC 2045 WP AM Peak Hour
6: Project Access 1 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 288 1 39 347 1 12
Future Vol, veh/h 288 1 39 347 1 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 313 1 42 377 1 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 314 0 776 314
Stage 1 - - - - 314 -
Stage 2 - - - - 462 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1246 - 366 727
Stage 1 - - - - 741 -
Stage 2 - - - - 634 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1246 - 350 727
Mov Cap-2 Maneuver - - - - 350 -
Stage 1 - - - - 741 -
Stage 2 - - - - 607 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.81 10.48

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 671 - - 182 -
HCM Lane V/C Ratio 0.021 - - 0.034 -
HCM Ctrl Dly (s/v) 10.5 - - 8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -

7.2-16
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
7: Project Access 2 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 270 1 60 287 1 18
Future Volume (vph) 270 1 60 287 1 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 455 420 472
Travel Time (s) 5.6 5.2 10.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-17
Item Number: 1.

HCM 7th TWSC 2045 WP AM Peak Hour
7: Project Access 2 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 270 1 60 287 1 18
Future Vol, veh/h 270 1 60 287 1 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 293 1 65 312 1 20
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 295 0 736 294
Stage 1 - - - - 294 -
Stage 2 - - - - 442 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1267 - 386 745
Stage 1 - - - - 756 -
Stage 2 - - - - 648 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1267 - 362 745
Mov Cap-2 Maneuver - - - - 362 -
Stage 1 - - - - 756 -
Stage 2 - - - - 607 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1.38 10.25

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 706 - - 311 -
HCM Lane V/C Ratio 0.029 - - 0.051 -
HCM Ctrl Dly (s/v) 10.3 - - 8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.2 -

7.2-18
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
8: West Dr. & Project Access 3 With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 21 71 2 5 15
Future Volume (vph) 5 21 71 2 5 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 440 480 953
Travel Time (s) 10.0 10.9 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-19
Item Number: 1.

HCM 7th TWSC 2045 WP AM Peak Hour
8: West Dr. & Project Access 3 With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 21 71 2 5 15
Future Vol, veh/h 5 21 71 2 5 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 23 77 2 5 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 170 14 22 0 - 0
Stage 1 14 -----
Stage 2 157 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 820 1066 1594 - - -
Stage 1 1009 -----
Stage 2 872 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 780 1066 1594 - - -
Mov Cap-2 Maneuver 780 -----
Stage 1 960 -----
Stage 2 872 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 8.72 7.17 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1592 - 996 - -
HCM Lane V/C Ratio 0.048 - 0.028 - -
HCM Ctrl Dly (s/v) 7.4 0 8.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.2 - 0.1 - -

7.2-20
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 11 1 1 34 71 1 1 1 21 1 5
Future Volume (vph) 2 11 1 1 34 71 1 1 1 21 1 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 30
Link Distance (ft) 468 308 307 480
Travel Time (s) 10.6 7.0 7.0 10.9
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-21
Item Number: 1.

HCM 7th TWSC 2045 WP AM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 8.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 11 1 1 34 71 1 1 1 21 1 5
Future Vol, veh/h 2 11 1 1 34 71 1 1 1 21 1 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 12 1 1 36 75 1 1 1 22 1 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 69 52 4 55 54 2 6 0 0 2 0 0
Stage 1 48 48 - 4 4 -------
Stage 2 21 4 - 51 51 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 923 839 1080 943 837 1083 1615 - - 1620 - - Stage 1 966 855 - 1019 893 -------
Stage 2 998 892 - 962 853 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 811 827 1080 916 825 1083 1615 - - 1620 - - Mov Cap-2 Maneuver 811 827 - 916 825 -------
Stage 1 952 843 - 1018 892 -------
Stage 2 891 892 - 935 841 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.37 9.13 2.41 5.64

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 545 - - 839 983 1200 - -
HCM Lane V/C Ratio 0.001 - - 0.018 0.114 0.014 - -
HCM Ctrl Dly (s/v) 7.2 0 - 9.4 9.1 7.3 0 -
HCM Lane LOS AA -AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0 - -

7.2-22
Item Number: 1.

Lanes, Volumes, Timings 2045 WP AM Peak Hour
10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 57 155 1202 2701 50
Future Volume (vph) 25 57 155 1202 2701 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 35 55 55
Link Distance (ft) 826 315 2336
Travel Time (s) 16.1 3.9 29.0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5
Total Split (s) 22.6 22.6 20.0 97.4 77.4
Total Split (%) 18.8% 18.8% 16.7% 81.2% 64.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 10: Palm Dr. & Mihalyo Rd.

7.2-23
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP AM Peak Hour 10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 57 155 1202 2701 50
Future Volume (veh/h) 25 57 155 1202 2701 50
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 25 57 155 1202 2701 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 89 79 183 4469 3796 70
Arrive On Green 0.05 0.05 0.10 0.88 0.74 0.74
Sat Flow, veh/h 1781 1585 1781 5274 5331 95
Grp Volume(v), veh/h 25 57 155 1202 1777 974
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1853
Q Serve(g_s), s 1.6 4.3 10.3 4.6 34.7 35.2
Cycle Q Clear(g_c), s 1.6 4.3 10.3 4.6 34.7 35.2
Prop In Lane 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 89 79 183 4469 2503 1363
V/C Ratio(X) 0.28 0.72 0.85 0.27 0.71 0.71
Avail Cap(c_a), veh/h 269 239 230 4469 2503 1363
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 55.0 56.2 52.9 1.2 8.8 8.9
Incr Delay (d2), s/veh 1.7 11.8 20.7 0.1 0.2 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 4.0 5.5 0.1 9.0 10.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.7 68.0 73.7 1.4 9.0 9.2
LnGrp LOS EEEAAA
Approach Vol, veh/h 82 1357 2751
Approach Delay, s/veh 64.5 9.6 9.0
Approach LOS E A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 109.5 10.5 16.8 92.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 92.9 18.1 15.5 72.9
Max Q Clear Time (g_c+I1), s 6.6 6.3 12.3 37.2
Green Ext Time (p_c), s 9.7 0.1 0.1 27.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.3
HCM 7th LOS B

7.2-24
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 227 0 287 0 0 0 0 1916 384 0 1052 852 Future Volume (vph) 227 0 287 0 0 0 0 1916 384 0 1052 852 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 500 0 0 0 270 0 315
Storage Lanes 1 1 0 0 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 849 799 651 782
Travel Time (s) 19.3 18.2 8.1 9.7
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 21% 43%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 4 2 6
Permitted Phases 4 4 Free Free
Detector Phase 4 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 22.5 22.5 22.5 37.5 37.5
Total Split (%) 37.5% 37.5% 37.5% 62.5% 62.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Splits and Phases: 1: Palm Dr. & I-10 EB Ramps

7.2-25
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 1: Palm Dr. & I-10 EB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 0 287 0 0 0 0 1916 384 0 1052 852 Future Volume (veh/h) 227 0 287 0 0 0 0 1916 384 0 1052 852 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 326 0 181 0 1916 0 0 1052 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 585 0 258 0 3501 0 3501
Arrive On Green 0.16 0.00 0.16 0.00 0.69 0.00 0.00 0.69 0.00 Sat Flow, veh/h 3563 0 1571 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 326 0 181 0 1916 0 0 1052 0
Grp Sat Flow(s),veh/h/ln 1781 0 1571 0 1702 1585 0 1702 1585 Q Serve(g_s), s 5.1 0.0 6.5 0.0 11.3 0.0 0.0 4.9 0.0
Cycle Q Clear(g_c), s 5.1 0.0 6.5 0.0 11.3 0.0 0.0 4.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 585 0 258 0 3501 0 3501
V/C Ratio(X) 0.56 0.00 0.70 0.00 0.55 0.00 0.30
Avail Cap(c_a), veh/h 1069 0 471 0 3501 0 3501
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.69 0.00 Uniform Delay (d), s/veh 23.1 0.0 23.7 0.0 4.7 0.0 0.0 3.7 0.0 Incr Delay (d2), s/veh 0.8 0.0 3.5 0.0 0.6 0.0 0.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 2.5 0.0 1.5 0.0 0.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.9 0.0 27.1 0.0 5.4 0.0 0.0 3.9 0.0 LnGrp LOS C C A A
Approach Vol, veh/h 507 1916 1052
Approach Delay, s/veh 25.1 5.4 3.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 45.6 14.4 45.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 33.0
Max Q Clear Time (g_c+I1), s 13.3 8.5 6.9
Green Ext Time (p_c), s 12.5 1.3 7.0
Intersection Summary
HCM 7th Control Delay, s/veh 7.8
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.2-26
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 300 0 1208 0 1704 439 0 1604 390 Future Volume (vph) 0 0 0 300 0 1208 0 1704 439 0 1604 390 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 475 0 300 0 195
Storage Lanes 0 0 1 1 0 1 0 1
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 55 55
Link Distance (ft) 597 978 782 516
Travel Time (s) 13.6 22.2 9.7 6.4
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%) 10% 49%
Turn Type Perm NA Perm NA Free NA Free
Protected Phases 8 2 6
Permitted Phases 8 8 Free Free
Detector Phase 8 8 8 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 67.0 67.0 67.0 53.0 53.0
Total Split (%) 55.8% 55.8% 55.8% 44.2% 44.2%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Palm Dr. & I-10 WB Ramps

7.2-27
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 2: Palm Dr. & I-10 WB Ramps
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 300 0 1208 0 1704 439 0 1604 390 Future Volume (veh/h) 0 0 0 300 0 1208 0 1704 439 0 1604 390 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 200 0 1315 0 1704 0 0 1604 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222022022
Cap, veh/h 812 0 1441 0 2395 0 2395
Arrive On Green 0.46 0.00 0.46 0.00 0.94 0.00 0.00 0.47 0.00 Sat Flow, veh/h 1781 0 3160 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 200 0 1315 0 1704 0 0 1604 0
Grp Sat Flow(s),veh/h/ln 1781 0 1580 0 1702 1585 0 1702 1585 Q Serve(g_s), s 8.3 0.0 46.5 0.0 7.5 0.0 0.0 29.2 0.0
Cycle Q Clear(g_c), s 8.3 0.0 46.5 0.0 7.5 0.0 0.0 29.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 812 0 1441 0 2395 0 2395
V/C Ratio(X) 0.25 0.00 0.91 0.00 0.71 0.00 0.67
Avail Cap(c_a), veh/h 928 0 1646 0 2395 0 2395
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.79 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 20.0 0.0 30.4 0.0 2.2 0.0 0.0 24.7 0.0 Incr Delay (d2), s/veh 0.2 0.0 7.5 0.0 1.4 0.0 0.0 1.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 18.7 0.0 1.3 0.0 0.0 11.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 0.0 37.9 0.0 3.7 0.0 0.0 26.2 0.0 LnGrp LOS C D A C
Approach Vol, veh/h 1515 1704 1604
Approach Delay, s/veh 35.6 3.7 26.2
Approach LOS D A C
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 60.8 60.8 59.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 48.5 62.5
Max Q Clear Time (g_c+I1), s 9.5 31.2 48.5
Green Ext Time (p_c), s 15.4 9.6 6.2
Intersection Summary
HCM 7th Control Delay, s/veh 21.2
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

7.2-28
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 72 3 105 309 7 254 155 2465 333 291 1603 32 Future Volume (vph) 72 3 105 309 7 254 155 2465 333 291 1603 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 0 0 225 0 230 0
Storage Lanes 1 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 697
Travel Time (s) 7.2 5.9 5.9 8.6
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 38.0 38.0 38.0 38.0 16.4 65.0 17.0 65.6 Total Split (%) 31.7% 31.7% 31.7% 31.7% 13.7% 54.2% 14.2% 54.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.2-29
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 3 105 309 7 254 155 2465 333 291 1603 32 Future Volume (veh/h) 72 3 105 309 7 254 155 2465 333 291 1603 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 3 105 309 7 254 155 2465 333 291 1603 32 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 343 12 430 218 4 142 177 1590 210 186 1814 36 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.10 0.50 0.50 0.14 0.68 0.68 Sat Flow, veh/h 1118 44 1539 617 14 507 1781 3154 416 1781 3563 71 Grp Volume(v), veh/h 72 0 108 570 0 0 155 1363 1435 291 798 837 Grp Sat Flow(s),veh/h/ln 1118 0 1583 1138 0 0 1781 1777 1793 1781 1777 1857 Q Serve(g_s), s 0.0 0.0 6.3 27.2 0.0 0.0 10.3 60.5 60.5 12.5 43.2 43.6 Cycle Q Clear(g_c), s 6.6 0.0 6.3 33.5 0.0 0.0 10.3 60.5 60.5 12.5 43.2 43.6 Prop In Lane 1.00 0.97 0.54 0.45 1.00 0.23 1.00 0.04
Lane Grp Cap(c), veh/h 343 0 442 364 0 0 177 896 904 186 905 946 V/C Ratio(X) 0.21 0.00 0.24 1.57 0.00 0.00 0.88 1.52 1.59 1.57 0.88 0.89 Avail Cap(c_a), veh/h 343 0 442 364 0 0 177 896 904 186 905 946 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 33.6 0.0 33.5 48.1 0.0 0.0 53.3 29.7 29.8 51.7 16.5 16.5 Incr Delay (d2), s/veh 0.3 0.0 0.3 267.8 0.0 0.0 35.8 240.5 269.6 273.5 9.0 8.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 2.5 37.9 0.0 0.0 6.2 82.4 90.5 19.2 13.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 0.0 33.7 315.9 0.0 0.0 89.1 270.2 299.3 325.2 25.5 25.4 LnGrp LOS C CF FFFFCC
Approach Vol, veh/h 180 570 2953 1926
Approach Delay, s/veh 33.8 315.9 274.8 70.8
Approach LOS C F F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.0 65.0 38.0 16.4 65.6 38.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 60.5 33.5 11.9 61.1 33.5 Max Q Clear Time (g_c+I1), s 14.5 62.5 8.6 12.3 45.6 35.5 Green Ext Time (p_c), s 0.0 0.0 0.9 0.0 9.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 201.5
HCM 7th LOS F

7.2-30
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 72 3 105 309 7 254 155 2465 333 291 1603 32 Future Volume (vph) 72 3 105 309 7 254 155 2465 333 291 1603 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 0 150 0 225 150 230 0
Storage Lanes 1 0 1 1 1 1 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 45 55 55
Link Distance (ft) 315 389 476 365
Travel Time (s) 7.2 5.9 5.9 4.5
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 1 5 2 3 1 6
Permitted Phases 8 2
Detector Phase 74 38152316
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 9.5 22.5 Total Split (s) 14.9 22.5 22.0 29.6 21.0 19.0 54.5 22.0 21.0 56.5 Total Split (%) 12.4% 18.8% 18.3% 24.7% 17.5% 15.8% 45.4% 18.3% 17.5% 47.1% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 3: Palm Dr. & Paul Rd./Valley Center Bl.

7.2-31
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 3: Palm Dr. & Paul Rd./Valley Center Bl. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 3 105 309 7 254 155 2465 333 291 1603 32 Future Volume (veh/h) 72 3 105 309 7 254 155 2465 333 291 1603 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 3 105 309 7 254 155 2465 333 291 1603 32 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 92 4 132 260 338 502 182 2450 989 245 2654 53 Arrive On Green 0.05 0.09 0.09 0.15 0.18 0.18 0.10 0.48 0.48 0.14 0.52 0.52 Sat Flow, veh/h 1781 43 1521 1781 1870 1572 1781 5106 1580 1781 5152 103 Grp Volume(v), veh/h 72 0 108 309 7 254 155 2465 333 291 1059 576 Grp Sat Flow(s),veh/h/ln 1781 0 1565 1781 1870 1572 1781 1702 1580 1781 1702 1851 Q Serve(g_s), s 4.8 0.0 8.1 17.5 0.4 15.8 10.3 57.6 12.0 16.5 26.3 26.3 Cycle Q Clear(g_c), s 4.8 0.0 8.1 17.5 0.4 15.8 10.3 57.6 12.0 16.5 26.3 26.3 Prop In Lane 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 92 0 136 260 338 502 182 2450 989 245 1754 954 V/C Ratio(X) 0.78 0.00 0.80 1.19 0.02 0.51 0.85 1.01 0.34 1.19 0.60 0.60 Avail Cap(c_a), veh/h 154 0 235 260 391 547 215 2450 989 245 1754 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 0.0 53.7 51.3 40.4 33.3 53.0 31.2 10.6 51.8 20.5 20.5 Incr Delay (d2), s/veh 13.3 0.0 10.0 117.0 0.0 0.8 23.4 19.6 0.9 118.0 1.6 2.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 3.6 16.0 0.2 5.9 5.6 25.4 4.0 15.0 9.7 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.5 0.0 63.8 168.2 40.4 34.0 76.4 50.8 11.6 169.7 22.0 23.3 LnGrp LOS E EFDCEFBFCC
Approach Vol, veh/h 180 570 2953 1926
Approach Delay, s/veh 66.1 106.9 47.7 44.7
Approach LOS E F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 62.1 22.0 14.9 16.8 66.3 10.7 26.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 50.0 17.5 18.0 14.5 52.0 10.4 25.1 Max Q Clear Time (g_c+I1), s 18.5 59.6 19.5 10.1 12.3 28.3 6.8 17.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.1 11.0 0.0 0.5 Intersection Summary
HCM 7th Control Delay, s/veh 53.3
HCM 7th LOS D

7.2-32
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 158 104 210 91 137 70 125 2582 69 39 1447 79 Future Volume (vph) 158 104 210 91 137 70 125 2582 69 39 1447 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 170 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 44 88 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 40.0 40.0 40.0 40.0 14.8 70.5 9.5 65.2
Total Split (%) 33.3% 33.3% 33.3% 33.3% 12.3% 58.8% 7.9% 54.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.2-33
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 4: Palm Dr. & Varner Rd.

Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 104 210 91 137 70 125 2582 69 39 1447 79 Future Volume (veh/h) 158 104 210 91 137 70 125 2582 69 39 1447 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 158 104 210 91 137 70 125 2582 69 39 1447 79 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 157 86 163 133 191 87 149 1985 53 54 1741 95 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.17 1.00 1.00 0.03 0.51 0.51 Sat Flow, veh/h 396 290 550 318 644 295 1781 3536 94 1781 3426 186 Grp Volume(v), veh/h 472 0 0 298 0 0 125 1292 1359 39 748 778 Grp Sat Flow(s),veh/h/ln 1235 0 0 1257 0 0 1781 1777 1853 1781 1777 1836 Q Serve(g_s), s 10.0 0.0 0.0 0.0 0.0 0.0 8.2 67.4 59.4 2.6 42.9 43.4 Cycle Q Clear(g_c), s 35.5 0.0 0.0 25.5 0.0 0.0 8.2 67.4 59.4 2.6 42.9 43.4 Prop In Lane 0.33 0.44 0.31 0.23 1.00 0.05 1.00 0.10
Lane Grp Cap(c), veh/h 405 0 0 411 0 0 149 997 1040 54 903 933 V/C Ratio(X) 1.16 0.00 0.00 0.72 0.00 0.00 0.84 1.29 1.31 0.72 0.83 0.83 Avail Cap(c_a), veh/h 405 0 0 411 0 0 153 997 1040 74 903 933 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.23 0.23 0.23 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 0.0 0.0 37.9 0.0 0.0 49.2 0.0 0.0 57.7 25.1 25.2 Incr Delay (d2), s/veh 97.7 0.0 0.0 6.2 0.0 0.0 9.3 134.5 139.8 19.2 8.7 8.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 22.8 0.0 0.0 8.2 0.0 0.0 3.6 37.3 40.4 1.4 18.2 19.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 142.4 0.0 0.0 44.2 0.0 0.0 58.6 134.5 139.8 76.9 33.7 33.8 LnGrp LOS F D E F F E C C
Approach Vol, veh/h 472 298 2776 1565
Approach Delay, s/veh 142.4 44.2 133.7 34.9
Approach LOS F D F C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 71.9 40.0 14.5 65.5 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 66.0 35.5 10.3 60.7 35.5 Max Q Clear Time (g_c+I1), s 4.6 69.4 37.5 10.2 45.4 27.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 8.2 1.0
Intersection Summary
HCM 7th Control Delay, s/veh 99.0
HCM 7th LOS F

7.2-34
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 158 104 210 91 137 70 125 2582 69 39 1447 79 Future Volume (vph) 158 104 210 91 137 70 125 2582 69 39 1447 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 170 0 200 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 100 100 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2796 1468 2336 1125
Travel Time (s) 34.7 18.2 29.0 13.9
Confl. Peds. (#/hr) 5 55 55 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 74 38 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 17.1 27.3 12.4 22.6 20.8 70.5 9.8 59.5
Total Split (%) 14.3% 22.8% 10.3% 18.8% 17.3% 58.8% 8.2% 49.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 4: Palm Dr. & Varner Rd.

7.2-35
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 4: Palm Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 104 210 91 137 70 125 2582 69 39 1447 79 Future Volume (veh/h) 158 104 210 91 137 70 125 2582 69 39 1447 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 158 104 210 91 137 70 125 2582 69 39 1447 79 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 184 104 211 114 175 89 150 2893 77 54 2536 138 Arrive On Green 0.10 0.19 0.19 0.06 0.15 0.15 0.17 1.00 1.00 0.03 0.51 0.51 Sat Flow, veh/h 1781 550 1110 1781 1162 594 1781 5113 136 1781 4954 270 Grp Volume(v), veh/h 158 0 314 91 0 207 125 1714 937 39 994 532 Grp Sat Flow(s),veh/h/ln 1781 0 1660 1781 0 1756 1781 1702 1845 1781 1702 1820 Q Serve(g_s), s 10.5 0.0 22.7 6.0 0.0 13.6 8.1 0.0 0.0 2.6 24.2 24.2 Cycle Q Clear(g_c), s 10.5 0.0 22.7 6.0 0.0 13.6 8.1 0.0 0.0 2.6 24.2 24.2 Prop In Lane 1.00 0.67 1.00 0.34 1.00 0.07 1.00 0.15
Lane Grp Cap(c), veh/h 184 0 315 114 0 264 150 1926 1044 54 1742 932 V/C Ratio(X) 0.86 0.00 1.00 0.80 0.00 0.78 0.83 0.89 0.90 0.72 0.57 0.57 Avail Cap(c_a), veh/h 187 0 315 117 0 265 242 1926 1044 79 1742 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 0.0 48.5 55.4 0.0 49.1 49.1 0.0 0.0 57.7 20.2 20.2 Incr Delay (d2), s/veh 30.2 0.0 49.4 30.7 0.0 14.2 9.4 5.0 9.2 16.5 1.4 2.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 13.2 3.6 0.0 6.7 3.6 1.3 2.7 1.4 8.9 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 83.2 0.0 97.9 86.1 0.0 63.3 58.4 5.0 9.2 74.2 21.6 22.7 LnGrp LOS F FF EEAAECC
Approach Vol, veh/h 472 298 2776 1565
Approach Delay, s/veh 93.0 70.2 8.8 23.3
Approach LOS F E A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 72.4 12.2 27.3 14.6 65.9 16.9 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.3 66.0 7.9 22.8 16.3 55.0 12.6 18.1 Max Q Clear Time (g_c+I1), s 4.6 2.0 8.0 24.7 10.1 26.2 12.5 15.6 Green Ext Time (p_c), s 0.0 38.0 0.0 0.0 0.1 10.9 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 24.6
HCM 7th LOS C

7.2-36
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 447 1 10 331 1 25
Future Volume (vph) 447 1 10 331 1 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 2025 2796 953
Travel Time (s) 25.1 34.7 21.7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-37
Item Number: 1.

HCM 7th TWSC 2045 WP PM Peak Hour
5: West Dr. & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 447 1 10 331 1 25
Future Vol, veh/h 447 1 10 331 1 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 471 1 11 348 1 26
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 472 0 841 471
Stage 1 - - - - 471 -
Stage 2 - - - - 369 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1090 - 335 593
Stage 1 - - - - 628 -
Stage 2 - - - - 699 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1090 - 331 593
Mov Cap-2 Maneuver - - - - 331 -
Stage 1 - - - - 628 -
Stage 2 - - - - 691 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.24 11.57

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 575 - - 53 -
HCM Lane V/C Ratio 0.048 - - 0.01 -
HCM Ctrl Dly (s/v) 11.6 - - 8.3 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

7.2-38
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
6: Project Access 1 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 397 1 20 311 1 50
Future Volume (vph) 397 1 20 311 1 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 420 2025 316
Travel Time (s) 5.2 25.1 7.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-39
Item Number: 1.

HCM 7th TWSC 2045 WP PM Peak Hour
6: Project Access 1 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 397 1 20 311 1 50
Future Vol, veh/h 397 1 20 311 1 50
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 432 1 22 338 1 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 433 0 814 432
Stage 1 - - - - 432 -
Stage 2 - - - - 382 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1127 - 348 623
Stage 1 - - - - 655 -
Stage 2 - - - - 690 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1127 - 339 623
Mov Cap-2 Maneuver - - - - 339 -
Stage 1 - - - - 655 -
Stage 2 - - - - 674 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.5 11.45

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 613 - - 109 -
HCM Lane V/C Ratio 0.09 - - 0.019 -
HCM Ctrl Dly (s/v) 11.5 - - 8.3 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.1 -

7.2-40
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
7: Project Access 2 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 320 1 30 281 1 77
Future Volume (vph) 320 1 30 281 1 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 455 420 472
Travel Time (s) 5.6 5.2 10.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-41
Item Number: 1.

HCM 7th TWSC 2045 WP PM Peak Hour
7: Project Access 2 & Varner Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 320 1 30 281 1 77
Future Vol, veh/h 320 1 30 281 1 77
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 348 1 33 305 1 84
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 349 0 719 348
Stage 1 - - - - 348 -
Stage 2 - - - - 371 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1210 - 395 695
Stage 1 - - - - 715 -
Stage 2 - - - - 698 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1210 - 382 695
Mov Cap-2 Maneuver - - - - 382 -
Stage 1 - - - - 715 -
Stage 2 - - - - 675 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.78 10.97

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 688 - - 174 -
HCM Lane V/C Ratio 0.123 - - 0.027 -
HCM Ctrl Dly (s/v) 11 - - 8.1 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.1 -

7.2-42
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
8: West Dr. & Project Access 3 With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 19 91 35 6 2 7
Future Volume (vph) 19 91 35 6 2 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 440 480 953
Travel Time (s) 10.0 10.9 21.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-43
Item Number: 1.

HCM 7th TWSC 2045 WP PM Peak Hour
8: West Dr. & Project Access 3 With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 7.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 19 91 35 6 2 7
Future Vol, veh/h 19 91 35 6 2 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 21 99 38 7 2 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 89 6 10 0 - 0
Stage 1 6 -----
Stage 2 83 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 912 1077 1610 - - -
Stage 1 1017 -----
Stage 2 941 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 891 1077 1610 - - -
Mov Cap-2 Maneuver 891 -----
Stage 1 993 -----
Stage 2 941 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 8.91 6.22 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1537 - 1039 - -
HCM Lane V/C Ratio 0.024 - 0.115 - -
HCM Ctrl Dly (s/v) 7.3 0 8.9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -

7.2-44
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 6 43 1 1 17 35 1 1 1 91 1 2
Future Volume (vph) 6 43 1 1 17 35 1 1 1 91 1 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 30
Link Distance (ft) 468 308 307 480
Travel Time (s) 10.6 7.0 7.0 10.9
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.2-45
Item Number: 1.

HCM 7th TWSC 2045 WP PM Peak Hour
9: West Dr. & Project Access 4/Mihalyo Rd. With Improvements Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 8.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 43 1 1 17 35 1 1 1 91 1 2
Future Vol, veh/h 6 43 1 1 17 35 1 1 1 91 1 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 45 1 1 18 37 1 1 1 96 1 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 206 198 2 219 198 2 3 0 0 2 0 0
Stage 1 194 194 - 4 4 -------
Stage 2 12 4 - 215 195 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 752 698 1082 737 697 1083 1619 - - 1620 - - Stage 1 808 740 - 1019 893 -------
Stage 2 1008 892 - 787 740 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 665 656 1082 647 656 1083 1619 - - 1620 - - Mov Cap-2 Maneuver 665 656 - 647 656 -------
Stage 1 760 696 - 1018 892 -------
Stage 2 954 892 - 692 696 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.9 9.33 2.41 7.13

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 545 - - 662 886 1538 - -
HCM Lane V/C Ratio 0.001 - - 0.079 0.063 0.059 - -
HCM Ctrl Dly (s/v) 7.2 0 - 10.9 9.3 7.4 0 -
HCM Lane LOS AA -BAAA -
HCM 95th %tile Q(veh) 0 - - 0.3 0.2 0.2 - -

7.2-46
Item Number: 1.

Lanes, Volumes, Timings 2045 WP PM Peak Hour
10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 90 224 113 2686 1688 60
Future Volume (vph) 90 224 113 2686 1688 60
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 100 100
Right Turn on Red Yes Yes
Link Speed (mph) 35 55 55
Link Distance (ft) 826 332 2336
Travel Time (s) 16.1 4.1 29.0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5
Total Split (s) 26.0 26.0 22.0 94.0 72.0
Total Split (%) 21.7% 21.7% 18.3% 78.3% 60.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 10: Palm Dr. & Mihalyo Rd.

7.2-47
Item Number: 1.

HCM 7th Signalized Intersection Summary 2045 WP PM Peak Hour 10: Palm Dr. & Mihalyo Rd. With Improvements
Varner Road / West Drive Logistics Traffic Analysis Synchro 12 Report F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Synchro\02 - 2045 Improvements.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 90 224 113 2686 1688 60
Future Volume (veh/h) 90 224 113 2686 1688 60
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 90 224 113 2686 1688 60
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 281 250 140 3918 3297 117
Arrive On Green 0.16 0.16 0.08 0.77 0.65 0.65
Sat Flow, veh/h 1781 1585 1781 5274 5231 180
Grp Volume(v), veh/h 90 224 113 2686 1135 613
Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1838
Q Serve(g_s), s 5.4 16.6 7.5 31.0 20.9 20.9
Cycle Q Clear(g_c), s 5.4 16.6 7.5 31.0 20.9 20.9
Prop In Lane 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 281 250 140 3918 2217 1197
V/C Ratio(X) 0.32 0.90 0.81 0.69 0.51 0.51
Avail Cap(c_a), veh/h 319 284 260 3918 2217 1197
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.75 0.75
Uniform Delay (d), s/veh 44.8 49.6 54.4 6.9 10.9 10.9
Incr Delay (d2), s/veh 0.7 26.5 10.5 1.0 0.6 1.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 15.6 3.6 7.4 6.7 7.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.5 76.0 65.0 7.9 11.6 12.1
LnGrp LOS DEEABB
Approach Vol, veh/h 314 2799 1748
Approach Delay, s/veh 67.3 10.2 11.8
Approach LOS E B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 96.6 23.4 13.9 82.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 89.5 21.5 17.5 67.5
Max Q Clear Time (g_c+I1), s 33.0 18.6 9.5 22.9
Green Ext Time (p_c), s 38.6 0.3 0.1 15.4
Intersection Summary
HCM 7th Control Delay, s/veh 14.4
HCM 7th LOS B

7.2-48
Item Number: 1.

Queuing and Blocking Report 2045 WP AM Peak Hour
Varner Road / West Drive Logistics Traffic Analysis SimTraffic Report JN:16328 - 02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection: 6: Project Access 1 & Varner Rd.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 26 30
Average Queue (ft) 6 9
95th Queue (ft) 24 32
Link Distance (ft) 1972 287
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access 2 & Varner Rd.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 57 31
Average Queue (ft) 19 13
95th Queue (ft) 56 38
Link Distance (ft) 364 444
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: West Dr. & Project Access 3
Movement EB
Directions Served LR
Maximum Queue (ft) 35
Average Queue (ft) 16
95th Queue (ft) 42
Link Distance (ft) 412
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 9: West Dr. & Project Access 4/Mihalyo Rd.

Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 31 56
Average Queue (ft) 8 35
95th Queue (ft) 30 54
Link Distance (ft) 440 280
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0

7.2-49
Item Number: 1.

Queuing and Blocking Report 2045 WP PM Peak Hour
Varner Road / West Drive Logistics Traffic Analysis SimTraffic Report JN:16328 - 02 - 2045 Improvements.syn Urban Crossroads, Inc.

Intersection: 6: Project Access 1 & Varner Rd.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 37 48
Average Queue (ft) 8 29
95th Queue (ft) 35 49
Link Distance (ft) 1972 287
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access 2 & Varner Rd.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 27 39
Average Queue (ft) 5 28
95th Queue (ft) 25 49
Link Distance (ft) 364 444
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: West Dr. & Project Access 3
Movement EB
Directions Served LR
Maximum Queue (ft) 41
Average Queue (ft) 34
95th Queue (ft) 48
Link Distance (ft) 412
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 9: West Dr. & Project Access 4/Mihalyo Rd.

Movement EB WB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 40 48 18
Average Queue (ft) 28 30 3
95th Queue (ft) 51 52 17
Link Distance (ft) 440 280 430
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0

7.2-50
Item Number: 1.

J
Appendix J
Final JPR Findings
Item Number: 1.

CVCC 25-003 1
Coachella Valley Conservation Commission
Joint Project Review
Submitted 7 April 2026
Project Summary
CVCC ID 25-003
Applicant Desert Land Ventures III, LLC
Permittee City of Desert Hot Springs
APN(s) 669-150-001, 669-150-002
Total Acreage 94.9
Conservation Area Willow Hole
Conservation Area
Disturbance Acreage 11.6
Introduction
The Joint Project Review Process
CVCC is tasked with conducting the Joint Project Review (JPR) process as defined in section

6.6.1.1 of the Coachella Valley Multiple Species Habitat Conservation Plan (CVMSHCP or Plan) for any potential development taking place in a Conservation Area1 that may impact Conservation Objectives. The JPR process allows CVCC to facilitate and monitor the implementation of the CVMSHCP and to assist Permittees in meeting the Conservation Goals and Objectives of the Plan. The intention of the resulting consistency analysis is to inform the Permittee whether a proposed development project is consistent with Plan requirements, and in no way limits their land use authority.

Upon receipt of a complete project application from a Permittee, CVCC will conduct an analysis of how the project may impact Conservation Area Conservation Objectives and required measures as described in section 4.3, Rough Step parameters as described in section 6.5, Covered Species Conservation Goals and Objectives as described in section 9, and natural community Conservation Goals and Objectives as described in section 10. CVCC will prepare their findings for comment and submit them to the Permittee, the project applicant, and the United States Fish and Wildlife Service (USFWS) and California Department of Fish and Wildlife (CDFW) (collectively, Wildlife Agencies). Any comments must be submitted to CVCC within 30 days, after which CVCC will finalize its recommendation regarding project consistency and submit it to the Permittee. Additional consultation between CVCC, the project applicant, and the Permittee may be required if inconsistencies with Plan requirements are identified. 1 Capitalized phrases not otherwise defined in this report share the same meaning as found in the CVMSHCP Definitions section available at https://cvmshcp.org/Plan-Documents/05-CVAG-MSHCP-PlanDefinitions.pdf.

Item Number: 1.

CVCC 25-003 2
Project Description
Desert Land Ventures III, LLC (Applicant) has proposed an industrial complex in the City of Desert Hot Springs (Permittee) at the southwest corner of Varner Road and West Drive (Figure 1). The site will include an approximately 1,146,000 square-foot warehouse and a series of detention basins connected by on-site channels directing any floodwaters to the southeastern most detention basin. Access to the warehouse facility is provided at points on Varner Road and West Drive. The above described warehouse facility is located entirely outside of any CVMSHCPdesignated Conservation Area and is therefore not subject to review under the JPR process, although land use adjacency guidelines will apply, as it shares a common boundary with the Willow Hole Conservation Area along its western perimeter.

In order to mitigate potential flooding, the Applicant has also proposed a flood control structure along the northern extent of Varner Road across from the warehouse facility. The structure consists of an excavated channel that will direct collected floodwaters southeast to a detention basin at the northwest corner of Varner Road and West Drive. The channel bed width will be maintained at 16 feet along its length, with banks constructed at 3:1 grade. The channel width at the top of the banks varies, ranging from approximately 61 feet at its inception to approximately 83 feet at its midpoint, and continuing to widen before it discharges into the detention basin. The basin will also be of varying widths; its midpoint measures 170 feet wide at the bed and 332 feet at the top the banks. Banks will be constructed with a 4:1 grade, and a 20-foot wide access road is proposed along the northern bank. The channel and basin will both maintain soft bottoms.

Stormwater collected in this detention basin will be passed beneath Varner Road via three 10- foot by 5-foot box culverts into the detention basins within the warehouse facility.

As part of the development, the Permittee is requesting the dedication of right-of-way (ROW) on either side of Varner Road for the purposes of eventual roadway widening and construction of a multimodal trail. The proposed dedication would expand the current ROW from 62 feet to 92 feet.

Westbound, the ROW would expand northward 15 feet and contain two vehicle travel lanes and a Class I multimodal path along the northern boundary of Varner Road. Eastbound, the ROW would expand 15 feet and include two vehicle travel lanes, an 8-foot shoulder, and a sidewalk.

Vehicle through lanes would be separated by a 16-foot median. Freight traffic would enter the facility along Varner Road and exit the facility along West Drive.

The flood control structure and multimodal path are located within the Willow Hole Conservation Area and together constitute the Project for the purposes of this consistency review.

Conservation Context
Portions of the Project take place in the Willow Hole Conservation Area (WHCA), which has been delineated to encompass the southern reaches of Mission Creek and Morongo Wash, the sand depositional areas created by those hydrological features, and downwind blowsand habitat sustained by those sand deposits. The San Andreas fault runs through the northeast portion of the WHCA, forcing groundwater to the surface and creating appropriate conditions for both mesquite hummock formation and the emergence of fan palm oases. The Bureau of Land Management (BLM) owns and manages scattered tracts of land throughout the WHCA; the larger of these tracts were collectively designated the Willow Hole Preserve under the Coachella Valley Fringe-toed Lizard Habitat Conservation Plan, which has been subsumed into the disparate Coachella Valley Fringe-toed Lizard Area of Critical Environmental Concern (ACEC) subsequent to the implementation of the CVMSHCP.

Item Number: 1.

CVCC 25-003 3
The WHCA spans three hydrologic units2. The western edge, containing the Mission Creek channel, is located within the Headwaters Whitewater River watershed. The central portion, containing Morongo Wash and its terminal sand fields, falls within the Little Morongo CreekMorongo Wash watershed. The eastern extent of the WHCA is within the Upper Whitewater River watershed. As it approaches Interstate 10 (I-10), Mission Creek is no longer managed as a flood control facility and reverts to its natural flow path until it eventually crosses underneath I-10 and joins the Whitewater River channel. Morongo Wash, which remains unchanneled along its length, creates a number of distributed washes until it intersects I-10. Stormflows that are not channeled under I-10 are eventually discharged into a drainage ditch running parallel to the interstate and maintained by Caltrans.

Modeled habitat in the WHCA includes Core Habitat for Coachella Valley milkvetch, Coachella Valley fringe-toed lizard, Coachella Valley round-tailed ground squirrel, and Palm Springs pocket mouse. The modeled fringe-toed lizard habitat is dependent on the maintenance of connectivity across Varner Road from the sand fields north of the roadway to Stebbins’ Dune south of the roadway within the designated ACEC. Other Conserved Habitat has been modeled for desert tortoise, Coachella Valley giant sand-treader cricket, Coachella Valley Jerusalem cricket, flattailed horned lizard, crissal thrasher, Le Conte’s thrasher, and southern yellow bat, in addition to supplementing the Core Habitat for the species identified above.

Natural communities within the WHCA include stabilized and partially stabilized desert dunes, active desert sand fields, ephemeral desert sand fields, stabilized and partially stabilized desert sand fields, mesquite hummocks, Sonoran creosote bush scrub, Sonoran mixed woody and succulent scrub, desert saltbush scrub, and desert fan palm oasis woodland. This latter community provides regionally rare migratory and breeding habitat for the riparian songbirds covered under the CVMSHCP. The WHCA also contains the largest concentration of stabilized desert dunes and mesquite hummocks in the CVMSHCP area.

Mission Creek and Morongo Wash are primary suppliers of blowsand for dune habitat north of I10, with supplemental sand deposited by the Long Canyon wash to the north and an additional unnamed wash to the northeast. Portions of the WHCA have been designated as Special Provisions Areas, limiting development in these areas to ensure the continued movement of sand down valley. Shallow ground water driven to the surface by the San Andreas fault is critical in maintaining the mesquite hummock habitat. The WHCA serves as a major nexus for wildlife connectivity in the western Coachella Valley, with Mission Creek and Morongo Wash serving as key north-south biological corridors and the extensive sand dunes and sand fields providing essential linkage habitat east to Thousand Palms. Additional connectivity to the Whitewater River channel is provided by culverts and bridges under I-10.

Conservation Objectives for the WHCA include the conservation of Core Habitat for each of the species described above, the conservation of Other Conserved habitat for Le Conte’s thrasher, the maintenance of sand source and sand transport Essential Ecological Processes, the conservation of the mesquite hummock and sand dependent natural communities, and the maintenance of biological corridors along Mission Creek, Willow Wash, and beneath I-10. 2 Watersheds identified at the HUC10 tier.

Item Number: 1.

CVCC 25-003 4
Conservation Assessment
Project Impacts
Adverse impacts under the CVMSHCP are generally quantified as acres of modeled habitat disturbed by development, and for which Take Authorization is required. Take is allocated against any ground disturbance to previously undisturbed habitat, discounting any disturbance predating the CVMSHCP’s baseline year of 1996, disturbance occurring on land owned by the federal government, or disturbance permitted through the CVMSHCP. Development within the Project vicinity includes the historic presence of Varner Road and the Path 42 transmission line owned and operated by Southern California Edison, and which was later modified as part of a Participating Special Entity Certificate of Inclusion issued under the CVMSCHP3 . Neither of these
existing developments overlap with the proposed Project footprint, nor is the Project located on any federal land. As such, all 11.65 acres of ground disturbance proposed by the Project will require Take Authorization under the CVMSHCP.

The Project will incur Take against modeled Core Habitat for Palm Springs pocket mouse, modeled Other Conserved Habitat for Le Conte’s thrasher, sand transport corridors, and biological corridors (Table 1). Additional impacts will also take place against modeled Other Conserved Habitat for Coachella Valley round-tailed ground squirrel and the Sonoran mixed woody succulent scrub natural community, but neither of these are Conservation Objectives within the Permittee’s portion of the WHCA.

Given the presence of habitat for fossorial mammals and the likelihood that burrowing owl are present within the Project vicinity, CVCC strongly recommends that the time period between site grading and Project construction be reduced to the maximum extent possible to reduce the opportunity for site recolonization by any Covered Species. Furthermore, CVCC encourages the use of ungrouted or partially ungrouted riprap to construct the channel and basin embankments, rather than grouted riprap or cement, to allow for the creation of microhabitat.

While the Project does not intersect any modeled streams, it is located entirely within a Federal Emergency Management Agency-designated flood zone A, indicating that the area is subject to a 1% annual chance of flooding. The Applicant has conducted a hydrology study as part of the Project scoping modeling drainage patterns during such an event. Results suggest that the majority of storm flows through Mission Creek will remain in Mission Creek and pass under I-10, although some flows will naturally divert from the primary channel and be captured by the Project.

The bulk of flows moving through Morongo Wash also continue unimpeded by the Project, although between Mission Creek and Morongo Wash, a number of smaller washes will channel stormflows into the Project.

The Applicant has coupled this hydrology study with a sedimentation analysis. The results of this analysis indicate that some amount of sediment that would otherwise have been deposited to be picked up by aeolian currents will instead be captured by the Project. However, in keeping with the results of the hydrology study, most sediment is transported by the primary channels of Mission Creek to the west and Morongo Wash to the east, and is not impacted by the Project.

The western terminus of the Project extends into the Mission Creek biological corridor that facilitates wildlife movement underneath I-10 into the Whitewater Floodplain Conservation Area. 3 See CVCC 13-003.

Item Number: 1.

CVCC 25-003 5
The acreage impacted is minimal and occurs outside the main channel, and is therefore not anticipated to negatively affect the ability of wildlife to utilize Mission Creek to move underneath I-10.

Widening of Varner Road west of Palm Drive is not a Covered Activity under the CVMSHCP, and therefore any roadway modifications proposed within the WHCA west of Palm Drive must maintain a width of less than 74 feet and no more than one through travel lane in each direction.

While the proposed modifications to Varner Road may be implemented up to the point of entry to the warehouse facility, any continuation of roadway widening into the WHCA would be inconsistent with the CVMSHCP.

Rough Step Analysis
Rough Step and its calculation is a metric developed by the CVMSHCP to ensure that development within any Conservation Area does not significantly outpace conservation in that Conservation Area. Maintaining Rough Step effectively limits the acres of Take Authorization that may be allocated at any given time to an amount roughly proportional to the acres of habitat that have been conserved up to that time. If, for example, 50% of the required acres of a particular Conservation Objective have been conserved, then up to 50% of the acres of Take authorized for that Conservation Objective may be allocated to development. A positive Rough Step calculation indicates surplus acres of Take Authorization for a particular Conservation Objective, while a negative Rough Step calculation signifies that the acres of Take Authorization needed for that Conservation Objective exceed the acres available based on habitat conservation to date. In such an instance, a project can either reduce its disturbance footprint and thus the amount of Take Authorization required, or it can conserve sufficient habitat to balance the Rough Step calculation.

The Project will not incur a negative Rough Step balance across any Conservation Objective, indicating that adequate conservation has taken place to allocate the necessary Take Authorization.

Avoidance, Minimization, and Mitigation Measures
The CVMSHCP requires that development proponents implement the appropriate avoidance, minimization, and mitigation measures for any Covered Species if the proposed development will result in take of that species’ modeled habitat. Such measures are also required for burrowing owl, for which habitat models under the Plan do not exist. Avoidance, minimization, and mitigation measures may also exist for select Essential Ecological Processes and Biological Corridors. The Permittee has made available the mitigation monitoring and reporting program prepared pursuant to the Environmental Impact Report (EIR) Addendum to the DHS Varner Road Project4 . Where
mitigation measures in that program coincide with required CVMSHCP mitigation measures, they are identified below. Avoidance, minimization, and mitigation measures are included in full in Appendix A.

Biological corridors: The section of Varner Road that abuts the project is not subject to any mitigation measures for biological corridors; no culverts or undercrossings are required. As discussed above, impacts to the Mission Springs corridor are minimal and will not adversely impact wildlife’s ability to pass beneath I-10.
4 See SCH No. 2017051070.

Item Number: 1.

CVCC 25-003 6
Burrowing owl: In their application, the Applicant has committed to two pre-construction surveys.

Occupied burrows will need to have buffers established while unoccupied burrows must be made inaccessible. Any relocation of individual owls will need to be coordinated with the Wildlife Agencies. Specific burrowing owl mitigation measures are identified in Addendum BIO-2.

Fluvial sand transport: Project impacts to the primary fluvial sand transport corridors of Mission Creek and Morongo Wash are expected to be minimal, although the Project will collect some amount of water-borne sediment that will need to be periodically removed and deposited elsewhere. In order to ensure this collected sand remains available to be transported by aeolian processes, the Permittee will require the regular deposition of collected sand on conserved properties within the WHCA, which requirement is incorporated into the EIR Addendum through Addendum BIO-5. It is anticipated that this will take the form of a license agreement between the Permittee and CVCC authorizing future tenants to utilize CVCC lands for sediment deposition.

The final agreement will identify a specific protocol and mitigation measures to be implemented during deposition activities. Only sand removed from the detention basin north of Varner Road will be subject to this requirement; sand collected by basins within the warehouse facility may be contaminated by petroleum products and other industrial byproducts and cannot be deposited onto conservation lands.

Le Conte’s thrasher: The Project application commits to the specific survey and buffer requirements as described in the CVMSHCP. These actions are codified in the EIR Addendum in BIO-3, BIO-4, and Addendum BIO-3.

Palm Springs pocket mouse: Avoidance, minimization, and mitigation measures for Palm Springs pocket mouse are required for flood control activities undertaken by the Riverside County Flood Control and Water Conservation District, with particular emphasis on the future Morongo Wash Flood Control Facility. Nonetheless, CVCC recommends that any habitat clearing be prioritized to take place outside of peak breeding season (March through May). Handling of Palm Springs pocket mice is not covered by the CVMSHCP permits and additional permissions from the Wildlife Agencies would be required. This measure has been incorporated as part of Addendum BIO-5.

Finally, while not an explicit avoidance, minimization, and mitigation measure, BIO-1 commits the overall development to focused Coachella Valley milkvetch surveys, and subsequent avoidance and/or salvage activities in the event any individuals are identified.

Land Use Adjacency Guidelines
The CVMSHCP has established land use adjacency guidelines to limit edge effects and other indirect effects of development within or adjacent to a Conservation Area. Where applicable, these land use adjacency guidelines shall be implemented into development workplans. The below guidelines apply both to the Project and the portions of the warehouse facility that abut the WHCA.

The EIR Addendum has included incorporation of the CVMSHCP’s land use adjacency guidelines as BIO-5. Land use adjacency guidelines are included in full in Appendix B.

Drainage: As a flood control structure, the Project will inherently alter the drainage patterns within the immediate vicinity. Given the Project’s location at the southern boundary of the WHCA, all runoff collected by the Project would have previously continued moving beyond the Conservation Area boundary. Similarly, flows collected by the Project will be channeled outside the WHCA in their original direction of flow, and, combined with the detention basins located within the Item Number: 1.

CVCC 25-003 7
warehouse facility, all drainage would be collected southeast corner of the site, away from the WHCA.

Toxics: Neither the Project nor the associated warehouse facility have identified the use of any toxic materials. Any runoff containing hazardous materials will be channeled away from the WHCA to the southeastern corner of the site. Due to the risk of contamination, sand collected in any of the detention basins within the warehouse facility will not be dispersed on adjacent conservation sites during maintenance activities.

Lighting: A photometric plan has not been provided for review. Due to the proximity of the warehouse facility to the Mission Creek undercrossing, CVCC strongly recommends that nighttime lighting be limited to the maximum extent feasible, especially along the site’s western boundary. All lighting must be cast down and shielded and lighting temperatures should not exceed 3,000 Kelvin. Where possible, lighting fixtures should be installed as low to the ground as possible, and should utilize motion activation and timed shut-off functionality. Offsite, illuminance should not exceed 15 lux (or 5 lux above baseline) as measured from 50 feet beyond the warehouse facility boundary.

Noise: While the Project itself will not generate any noise, truck traffic into and out of the adjacent warehouse facility, in addition to facility operations, will constitute an increase in ambient noise compared to current conditions. There is currently insufficient data to determine whether this increase will exceed the 75 dBA hourly allowed by the CVMSHCP. The Department of Transportation Traffic Noise Model 3.0 indicates heavy trucks generate between 75 dBA and 80 dBA at speeds that would be anticipated to be in use around the facility, as measured from a distance of 50 feet; depending on planned facility operations, the site may exceed 75 dBA hourly and be inconsistent with the CVMSHCP. BIO-6 requires a site-specific final acoustical analysis to demonstrate consistency with this guideline, and requires site reconfiguration if the threshold is exceeded.

Invasives: The Project is not anticipated to receive any landscape treatments. A plant pallet for the warehouse facility is included as part of the EIR Addendum, and calls for Olea europea, which is a prohibited landscaping plant adjacent to Conservation Areas. CVCC recommends removal of O. europea from the plant pallet, and further encourages the use of native species in any landscape treatments, especially those identified in Appendix B, Table 1.

Barriers: No barriers are proposed for use around the Project.

Grading/Land Development: Project grading has been reduced to the extent possible. The warehouse facility will not extend into the WHCA.

Comments on Draft Findings
A draft consistency analysis was provided to the Applicant, Permittee, and Wildlife Agencies for a 30-day review period on February 11, 2026. The Wildlife Agencies submitted comments on March 16, 20265
, which are summarized below and will be included alongside the final submission under separate cover.

The Wildlife Agencies identify a general concern regarding the potential impact the Project may have on sand transport in the WHCA and encourage that the proposed structure be relocated 5 See FWS/CDFW-2026-0062513-HCP-TA-ERV.

Item Number: 1.

CVCC 25-003 8
outside the Conservation Area as may be feasible. Barring that, they request additional information regarding the methods by which sand will be removed from the structure and deposited on adjacent conservation lands. They further recommend various criteria for consideration. Language has been added to this consistency determination indicating that the future agreement between CVCC and the Permittee will include terms relating to specific protocols to be utilized during sand deposition.

Additional Wildlife Agency comments pertain to the avoidance, minimization, and mitigation measures required for burrowing owls, support of the recommendation for noise and light studies, and concurrence with the recommendation to limit roadway modifications to Varner Road as specified above.

Although the Permittee did not submit specific comments, they did make available on March 24, 2026 a copy of the EIR Addendum to the DHS Varner Road Project and its updated mitigation and monitoring program. The Addendum references the draft consistency findings submitted on February 11, 2026, and will incorporate the final consistency determination ahead of certification by the Permittee’s City Council. Where relevant, information from the Addendum or its mitigation and monitoring plan has been incorporated into this consistency determination.

Conclusions
CVCC has found the Project, consisting of a flood control structure and multimodal path within the WHCA, to be conditionally consistent with the CVMSHCP. The Permittee has sufficient Take Authorization to permit the proposed disturbance, and impacts to modeled habitat are within Rough Step parameters. The Project can be brought into full consistency pending demonstration that Varner Road will not be widened within the WHCA, upon execution of a legal instrument between CVCC and the Permittee authorizing the distribution of collected sands on conservation lands adjacent to the site, and removal of O. europea from the plant pallet for the adjacent warehouse facility. CVCC recommends Project buildout minimize the time between site grading and initiation of construction, and further that the embankments of the flood control structure utilize ungrouted or partially ungrouted riprap.

While the Project itself is unlikely to have significant adverse impacts on the WHCA, CVCC observes that the proposed warehouse facility represents a much more intensive land use than is currently present, and is within close proximity to a critical wildlife corridor allowing passage beneath I-10. Development outside of Conservation Areas is beyond the purview of the JPR process, and responsibility to enforce land use adjacency guidelines lies with the Permittee. Light and noise impacts have been insufficiently characterized to determine any potential impacts on the functionality of the Mission Creek corridor; noise impacts, in particular, may exceed the 75 dBA hourly limit adjacent to Conservation Areas imposed by the CVMSHCP. CVCC strongly recommends additional documentation be provided to the Permittee demonstrating that nighttime lighting infiltrating the Mission Creek corridor has been minimized and that sound generated by facility operation remains below the required threshold. CVCC is available to provide assistance in reviewing any such documentation and identifying potential design alternatives as may be necessary.

Take Authorization is dependent upon the Project’s continued consistency with the CVMSHCP during the remaining planning and buildout, which can be met through adherence to the findings in this consistency determination. Deviations from the Project design reviewed here or failure to Item Number: 1.

CVCC 25-003 9
incorporate the required avoidance, minimization and mitigation measures and land use adjacency guidelines will render these findings null and void.

Item Number: 1.

CVCC 25-003 10
References
Coachella Valley Association of Governments. 2016. Final Major Amendment to the Coachella Valley Multiple Species Habitat Conservation Plan. https://cvmshcp.org/plan-documents/.

Accessed January 2026.

Hastings, Aaron L. 2019. Traffic Noise Model 3.0: Technical Manual. United States. Federal Highway Administration. Office of Natural Environment.
https://rosap.ntl.bts.gov/view/dot/48763. Accessed February 2026.

United States Geological Survey. 1998. Digital Orthophoto Quarter Quadrangle – Desert Hot Springs. https://doi.org/10.5066/F7125QVD. Accessed February 2026.

Item Number: 1.

CVCC 25-003 11
Tables and Figures
Table 1: Rough Step for the Willow Hole Conservation Area within Desert Hot Springs. Calculated values are rounded to two decimal places.

Conservation Objective
Total Acres in Conservation AreaExisting Conservation LandsAcres of Disturbance AuthorizedRemaining Acres to be ConservedConservation to DateDisturbance to DateProject Disturbance* Rough Step Coachella Valley milkvetch - Core Habitat 959 0 96 863 422.11 0.00 0.00 51.86 Coachella Valley fringe-toed lizard - Core Habitat 3 0 0 3 0.04 0.00 0.00 0.00 Le Conte's thrasher - Other Conserved Habitat 1,666 0 167 1,499 788.56 0.00 11.47 84.30 Coachella Valley round-tailed ground squirrel - Core Habitat 3 0 0 3 0.04 0.00 0.00 0.00 Palm Springs pocket mouse - Core Habitat 1,713 0 171 1,542 719.97 0.00 11.47 77.49 Stabilized and partially stabilized desert dunes 139 0 14 125 51.37 0.00 0.00 6.58 Ephemeral desert sand fields 610 0 61 549 268.90 0.00 0.00 32.99 Stabilized and partially stabilized desert sand fields 54 0 5 49 15.69 0.00 0.00 1.94 Mesquite hummocks 30 0 3 27 15.63 0.00 0.00 19.87
Sand transport area 1,713 0 171 1,542 719.98 0.00 11.47 77.49 Linkage 308 0 31 277 139.87 0.00 0.64 16.55
*Minor mapping inconsistencies across geospatial layers may result in discrepancies between total Project acreage and impacts to modeled habitat.

Item Number: 1.

CVCC 25-003 12
Figure 1: Willow Hole Conservation Area.

Item Number: 1.

CVCC 25-003 13
Figure 2: Covered Species within the Project vicinity.

Item Number: 1.

CVCC 25-003 14
Figure 3: Natural communities and essential ecological processes within the Project vicinity.

Item Number: 1.

Appendix A 15
Appendix A: Avoidance, minimization, and mitigation measures Biological Corridors
Specific roads in Conservation Areas, where culverts or undercrossings are required to maintain Biological Corridors, are delineated in the Section 4.3 subsections on individual Conservation Areas.

Burrowing Owl
This measure does not apply to single-family residences and any non-commercial accessory uses and structures including but not limited to second units on an existing legal lot, or to O&M of Covered Activities other than levees, berms, dikes, and similar features that are known to contain burrowing owl burrows. O&M of roads is not subject to this requirement. For other projects that are subject to CEQA, the Permittees will require burrowing owl surveys in the Conservation Areas using an accepted protocol (as determined by the CVCC in coordination with the Permittees and the Wildlife Agencies). Prior to Development, the construction area and adjacent areas within 500 feet of the Development site, or to the edge of the property if less than 500 feet, will be surveyed by an Acceptable Biologist for burrows that could be used by burrowing owl. If a burrow is located, the biologist will determine if an owl is present in the burrow. If the burrow is determined to be occupied, the burrow will be flagged and a 160-foot buffer during the non-breeding season and a 250-foot buffer during the breeding season, or a buffer to the edge of the property boundary if less than 500 feet, will be established around the burrow. The buffer will be staked and flagged.

No Development or O&M activities will be permitted within the buffer until the young are no longer dependent on the burrow.

If the burrow is unoccupied, the burrow will be made inaccessible to owls, and the Covered Activity may proceed. If either a nesting or escape burrow is occupied, owls shall be relocated pursuant to accepted Wildlife Agency protocols. A burrow is assumed occupied if records indicate that, based on surveys conducted following protocol, at least one burrowing owl has been observed occupying a burrow on site during the past three years. If there are no records for the site, surveys must be conducted to determine, prior to construction, if burrowing owls are present.

Determination of the appropriate method of relocation, such as eviction/passive relocation or active relocation, shall be based on the specific site conditions (e.g., distance to nearest suitable habitat and presence of burrows within that habitat) in coordination with the Wildlife Agencies.

Active relocation and eviction/passive relocation require the preservation and maintenance of suitable burrowing owl habitat determined through coordination with the Wildlife Agencies.

Within one (1) year of Permit issuance, CVCC will cooperate with County Flood Control, CVWD and IID to conduct an inventory of levees, berms, dikes, and similar features in the Plan Area maintained by those Permittees. Burrowing owl burrow locations will be mapped and each of these Permittees will incorporate the information into its O&M practices to avoid impacts to the burrowing owl to the maximum extent Feasible. CVCC in cooperation with County Flood Control, CVWD, and IID will prepare a manual for maintenance staff, educating them about the burrowing owl and appropriate actions to take when owls are encountered to avoid impacts to the maximum extent Feasible. The manual will be submitted to the Wildlife Agencies for review and comment within two (2) years of Permit issuance. In conjunction with the Monitoring Program, the maps of the burrowing owl locations along the above-described levees, berms, dikes, and similar features will be periodically updated.

Item Number: 1.

Appendix A 16
Covered Riparian Bird Species
This measure does not apply to single-family residences and any non-commercial accessory uses and structures including but not limited to second units on an existing legal lot. Riparian Habitat here refers to the following natural communities: southern arroyo willow riparian forest, Sonoran cottonwood-willow riparian forest, desert fan palm oasis woodland, and southern sycamore-alder riparian woodland in the Cabazon, Stubbe and Cottonwood Canyons, Whitewater Canyon, Upper Mission Creek/Big Morongo Canyon, Thousand Palms, Indio Hills Palms, Joshua Tree National Park, Mecca Hills and Orocopia Mountains, Dos Palmas, Coachella Valley Stormwater Channel and Delta, and Santa Rosa and San Jacinto Mountains Conservation Areas. Covered Activities, including O&M of facilities and construction of permitted new projects, in riparian Habitat will be conducted to the maximum extent Feasible outside of the March 15 – September 15 nesting season for least Bell’s vireo, and the May 1 – September 15 nesting season for southwestern willow flycatcher, summer tanager, yellow warbler, and yellow-breasted chat. If Covered Activities must occur during the nesting season, surveys shall be conducted to determine if any active nests are present. If active nests are identified, the Covered Activity shall not be conducted within 200 feet of an active nest. If surveys conducted during the nesting season document that Covered nesting riparian bird Species are not present, the Covered Activity may proceed.

Crissal Thrasher
This measure does not apply to single-family residences and any non-commercial accessory uses and structures including but not limited to second units on an existing legal lot, or to O&M of Covered Activities. In modeled crissal thrasher Habitat in the Willow Hole, Thousand Palms, Indio Hills Palms, East Indio Hills, Dos Palmas, and Coachella Valley Stormwater Channel and Delta Conservation Areas, surveys will be conducted by an Acceptable Biologist prior to the start of construction activities during the nesting season, January 15 – June 15, to determine if active nest sites for this species occur on the construction site and/or within 500 feet of the construction site, or to the edge of the property boundary if less than 500 feet. If nesting crissal thrashers are found, a 500-foot buffer, or a buffer to the edge of the property boundary if less than 500 feet, will be established around the nest site. The buffer will be staked and flagged. No construction activities will be permitted within the buffer during the breeding season of January 15 – June 15 or until the young have fledged.

Desert tortoise
This measure does not apply to single-family residences and any non-commercial accessory uses and structures, including but not limited to second units on an existing legal lot, or to O&M of Covered Activities for Permittee infrastructure facilities. Within Conservation Areas, the Permittees will require surveys for desert tortoise for Development in modeled desert tortoise Habitat. Prior to Development, an Acceptable Biologist will conduct a presence/absence survey of the Development area and adjacent areas within 200 feet of the Development area, or to the property boundary if less than 200 feet and permission from the adjacent landowner cannot be obtained, for fresh sign of desert tortoise, including live tortoises, tortoise remains, burrows, tracks, scat, or egg shells. The presence/absence survey must be conducted during the window between February 15 and October 31. Presence/absence surveys require 100% coverage of the survey area. If no sign is found, a clearance survey is not required. A presence/absence survey is valid for 90 days or indefinitely if tortoise-proof fencing is installed around the Development site.

Item Number: 1.

Appendix A 17
If fresh sign is located, the Development area must be fenced with tortoise-proof fencing and a clearance survey conducted during the clearance window. Desert tortoise clearance surveys shall be conducted during the clearance window from February 15 to June 15 and September 1 to October 31 or in accordance with the most recent Wildlife Agency protocols. Clearance surveys must cover 100% of the Development area. A clearance survey must be conducted during different tortoise activity periods (morning and afternoon). All tortoises encountered will be moved from the Development site to a specified location. Prior to issuance of the Permits, CVCC will either use the Permit Statement Pertaining to High Temperatures for Handling Desert Tortoises and Guidelines for Handling Desert Tortoises During Construction Projects, revised July 1999, or develop a similar protocol for relocation and monitoring of desert tortoise, to be reviewed and approved by the Wildlife Agencies. Thereafter, the protocol will be revised as needed based on the results of monitoring and other information that becomes available.

For O&M activities in the Conservation Areas, the Permittees shall ensure that personnel conducting such activities are instructed to be alert for the presence of desert tortoise. If a tortoise is spotted, activities adjacent to the tortoise’s location will be halted and the tortoise will be allowed to move away from the activity area. If the tortoise is not moving, it will be relocated by an Acceptable Biologist to nearby suitable Habitat and placed in the shade of a shrub. To the maximum extent Feasible, O&M activities will avoid the period from February 15 and October 31.

Utility development protocols have been developed to avoid or minimize potential adverse impacts to the desert tortoise in the Conservation Areas from utility and road right- of-way projects, such as the installation and maintenance of water, sewer, and electric lines and roadway maintenance. The objectives of these protocols are to provide reliable and consistent direction on utility development within the Conservation Areas. Two utility development protocols, inactive and active season, provide specific direction on site preparation and construction phases of utility projects in the Conservation Areas. The protocols include steps to be followed during the desert tortoise active and/or inactive season. The inactive season protocol must be used for utility maintenance or development within the November 1 to February 14 time frame; the active season protocol must be used for utility maintenance or development within the February 15 to October 31 time frame. Deviations from these time frames must be presented to the RMOC.

Inactive Season Protocol
This protocol is applicable to pre-construction and construction phases of utility Covered Activity projects occurring between November 1 and February 14. These protocols apply only to the site preparation and construction phases of projects. The project proponent must follow the eight preconstruction protocol requirements listed below.

1. A person from the entity contracting the construction shall act as the contact person with the representative of the appropriate RMUC. He/she will be responsible for overseeing compliance with the protective stipulations as stated in this protocol.

2. Prior to any construction activity within the Conservation Areas, the contact person will meet with the representative of the appropriate RMUC to review the plans for the project.

The representative of the appropriate RMUC will review alignment, pole spacing, clearing limits, burrow locations, and other specific project plans which have the potential to affect the desert tortoise. He or she may recommend modifications to the contact person to further avoid or minimize potential impacts to desert tortoise.

Item Number: 1.

Appendix A 18

3. The construction area shall be clearly fenced, marked, or flagged at the outer boundaries to define the limits of construction activities. The construction right of- way shall normally not exceed 50 feet in width for standard pipeline corridors, access roads and transmission corridors, and shall be minimized to the maximum extent Feasible. Existing access roads shall be used when available, and rights-of way for new and existing access roads shall not exceed 20 feet in width unless topographic obstacles require greater road width. Other construction areas including well sites, storage tank sites, substation sites, turnarounds, and laydown/staging sites which require larger areas will be determined in the preconstruction phase. All construction workers shall be instructed that their activities shall be confined to locations within the fenced, flagged, or marked areas.

4. An Acceptable Biologist shall conduct pre-construction clearance surveys of all areas potentially disturbed by the proposed project. Any winter burrows discovered in the Conservation Areas during the pre-construction survey shall be avoided or mitigated. The survey shall be submitted to the representative of the appropriate RMUC as part of plan review.

5. All site mitigation criteria shall be determined in the pre-construction phase, including but not limited to seeding, barrier fences, leveling, and laydown/staging areas, and will be reviewed by the representative of the appropriate RMUC prior to implementation.

6. A worker education program shall be implemented prior to the onset of each construction project. All construction employees shall be required to read an educational brochure prepared by the representative of the appropriate RMUC and/or the RMOC and attends a tortoise education class prior to the onset of construction or site entry. The class will describe the sensitive species which may be found in the area, the purpose of the MSHCP Reserve System, and the appropriate measures to take upon discovery of a sensitive species. It will also cover construction techniques to minimize potential adverse impacts.

7. All pre-construction activities which could Take tortoises in any manner (e.g., driving off an established road, clearing vegetation, etc.) shall occur under the supervision of an Acceptable Biologist.

8. If there are unresolvable conflicts between the representative of the appropriate RMUC and the contact person, then the matter will be arbitrated by the RMOC and, if necessary, by CVCC.

The following terms are established to protect the desert tortoise during utility related construction activities in the Conservation Areas and are to be conducted by an Acceptable Biologist. • An Acceptable Biologist shall oversee construction activities to ensure compliance with the protective stipulations for the desert tortoise.
• Desert tortoises found above ground inside the project area during construction shall be moved by an Acceptable Biologist out of harm's way and placed in a winter den (at a distance no greater than 250 feet). If a winter den cannot be located, the USFWS or CDFG shall determine appropriate action with respect to the tortoise. Tortoises found above ground shall be turned over to the Acceptable Biologist • No handling of tortoises will occur when the air temperature at 15 centimeters above ground exceeds 90 degrees Fahrenheit.

Item Number: 1.

Appendix A 19
• Desert tortoise burrows shall be avoided to the maximum extent Feasible. An Acceptable Biologist shall excavate any burrows which cannot be avoided and will be disturbed by construction. Burrow excavation shall be conducted with the use of hand tools only, unless the Acceptable Biologist determines that the burrow is unoccupied immediately prior to burrow destruction.
• Only burrows within the limits of clearing and surface disturbance shall be excavated.

Burrows outside these limits, but at risk from accidental crushing, shall be protected by the placement of deterrent barrier fencing between the burrow and the construction area.

Installation and removal of such barrier fencing shall be under the direction and supervision of an Acceptable Biologist.
• For electrical transmission line and road construction projects, only burrows within the right-of-way shall be excavated. Burrows outside the right-of-way, but at risk from accidental crushing, shall be protected by the placement of deterrent barrier fencing between the burrow and the right-of-way. Installation and removal of such barrier fencing shall be under the direction and supervision of an Acceptable Biologist. • Tortoises in the Conservation Areas are not to be removed from burrows until appropriate action is determined by USFWS or CDFG with respect to the tortoise. The response shall be carried out within 72 hours.
• Blasting is not permissible within 100 feet of an occupied tortoise burrow.

During construction, contractors will comply with the mitigation and minimization measures contained within this protocol. These measures are:
• All trenches, pits, or other excavations shall be inspected for tortoises by an Acceptable Biologist prior to filling.
• All pipes and culverts stored within desert tortoise Habitat shall have both ends capped to prevent entry by desert tortoises. During construction, all open ended pipeline segments that are welded in place shall be capped during periods of construction inactivity to prevent entry by desert tortoises.
• Topsoil removed during trenching shall be re-spread on the pipeline construction area following compaction of the backfill. The area shall be restored as determined during the environmental review.
• All test pump water will be routed to the nearest wash or natural drainage. The route will be surveyed by an Acceptable Biologist. If tortoises are found in the drainage area the Acceptable Biologist will remove the tortoises.
• Powerlines associated with water development, such as to provide power for pumps, should be buried underground adjacent to the pipe. All above ground structures deemed to be necessary shall be equipped with functional anti-perching devices that would prevent their use by ravens and other predatory birds, and shall adhere to the electrical distribution protocol which follows.
• In order to perform routine O&M of the water systems such as wells, pumps, water lines and storage tanks, etc., employees are to be trained in the area of desert tortoise Item Number: 1.