San Marcos City Council
July 12, 2022

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 890 386 114 925 45 754 45 99 238 60 197 Future Volume (veh/h) 188 890 386 114 925 45 754 45 99 238 60 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 204 967 0 124 1005 49 820 49 108 259 65 214 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 242 1019 137 1012 49 818 176 388 339 77 252
Arrive On Green 0.07 0.29 0.00 0.08 0.29 0.29 0.24 0.34 0.34 0.10 0.20 0.20 Sat Flow, veh/h 3456 3554 1585 1781 3449 168 3456 519 1145 3456 383 1261 Grp Volume(v), veh/h 204 967 0 124 518 536 820 0 157 259 0 279 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1840 1728 0 1664 1728 0 1643 Q Serve(g_s), s 5.3 24.0 0.0 6.2 26.2 26.2 21.3 0.0 6.2 6.6 0.0 14.7 Cycle Q Clear(g_c), s 5.3 24.0 0.0 6.2 26.2 26.2 21.3 0.0 6.2 6.6 0.0 14.7 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.69 1.00 0.77
Lane Grp Cap(c), veh/h 242 1019 137 521 540 818 0 563 339 0 329 V/C Ratio(X) 0.84 0.95 0.91 0.99 0.99 1.00 0.00 0.28 0.76 0.00 0.85 Avail Cap(c_a), veh/h 242 1019 137 521 540 818 0 563 453 0 329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.4 31.5 0.0 41.2 31.7 31.7 34.4 0.0 21.7 39.6 0.0 34.7 Incr Delay (d2), s/veh 22.8 18.3 0.0 50.3 37.8 37.2 32.1 0.0 1.2 5.4 0.0 23.0 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 3.0 12.5 0.0 4.6 16.3 16.7 12.3 0.0 2.6 3.0 0.0 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 49.8 0.0 91.5 69.5 68.9 66.5 0.0 23.0 44.9 0.0 57.7 LnGrp LOS E D F E E F A C D A E
Approach Vol, veh/h 1171 A 1178 977 538
Approach Delay, s/veh 52.3 71.6 59.5 51.5
Approach LOS D E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 30.3 13.3 35.0 10.8 30.9 25.8 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 6.9 25.8 11.8 27.5 6.3 26.4 21.3 18.0 Max Q Clear Time (g_c+I1), s 8.2 26.0 8.6 8.2 7.3 28.2 23.3 16.7 Green Ext Time (p_c), s 0.0 0.0 0.3 0.8 0.0 0.0 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 59.9
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2035 Without Project AM
2: La Sombre Dr. & Discovery St. 04/26/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 942 112 30 654 65
Future Vol, veh/h 0 942 112 30 654 65
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 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 1024 122 33 711 71
Major/Minor Minor2 Major2
Conflicting Flow All 1493 71 0 0
Stage 1 1493 - - -
Stage 2 0 - - -
Critical Hdwy 6.52 6.22 4.12 -
Critical Hdwy Stg 1 5.52 - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy 4.018 3.318 2.218 -
Pot Cap-1 Maneuver 123 991 - -
Stage 1 187 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 991 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 9.3

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 991 - -
HCM Lane V/C Ratio 0.156 - -
HCM Control Delay (s) 9.3 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.6 - -
HCM 6th Signalized Intersection Summary 2035 Without Project AM 3: Discovery St. & Via Vera Cruz 04/26/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 778 9 16 759 150 47 103 79 110 56 204 Future Volume (veh/h) 104 778 9 16 759 150 47 103 79 110 56 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 113 846 10 17 825 163 51 112 86 120 61 222 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 155 1628 19 50 1164 230 79 345 293 218 72 261 Arrive On Green 0.09 0.45 0.45 0.03 0.39 0.39 0.04 0.18 0.18 0.06 0.20 0.20 Sat Flow, veh/h 1781 3597 43 1781 2958 584 1781 1870 1585 3456 353 1286 Grp Volume(v), veh/h 113 418 438 17 496 492 51 112 86 120 0 283 Grp Sat Flow(s),veh/h/ln 1781 1777 1863 1781 1777 1765 1781 1870 1585 1728 0 1639 Q Serve(g_s), s 4.5 12.1 12.1 0.7 16.9 16.9 2.0 3.7 3.4 2.4 0.0 12.0 Cycle Q Clear(g_c), s 4.5 12.1 12.1 0.7 16.9 16.9 2.0 3.7 3.4 2.4 0.0 12.0 Prop In Lane 1.00 0.02 1.00 0.33 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 155 804 843 50 699 695 79 345 293 218 0 333 V/C Ratio(X) 0.73 0.52 0.52 0.34 0.71 0.71 0.65 0.32 0.29 0.55 0.00 0.85 Avail Cap(c_a), veh/h 210 804 843 173 699 695 136 467 395 263 0 420 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.1 14.1 14.1 34.4 18.4 18.4 33.9 25.5 25.4 32.8 0.0 27.7 Incr Delay (d2), s/veh 8.1 2.4 2.3 4.0 6.0 6.0 8.5 0.5 0.6 2.2 0.0 12.5 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 2.2 4.9 5.2 0.3 7.5 7.5 1.0 1.7 1.3 1.1 0.0 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 16.5 16.4 38.4 24.4 24.4 42.4 26.0 25.9 35.0 0.0 40.2 LnGrp LOS D B B D C C D C C C A D
Approach Vol, veh/h 969 1005 249 403
Approach Delay, s/veh 19.2 24.6 29.4 38.6
Approach LOS B C C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.6 38.1 7.7 19.8 10.9 33.8 9.0 18.4 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 29.9 5.5 * 19 8.5 28.4 5.5 18.0 Max Q Clear Time (g_c+I1), s 2.7 14.1 4.0 14.0 6.5 18.9 4.4 5.7 Green Ext Time (p_c), s 0.0 5.0 0.0 0.7 0.0 4.4 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 4: Discovery St. & Bent Ave. 04/26/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 177 723 735 309 242 140
Future Volume (veh/h) 177 723 735 309 242 140
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900
Adj Flow Rate, veh/h 192 786 799 336 263 152
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 307 2246 1541 647 289 167
Arrive On Green 0.63 0.63 0.63 0.63 0.26 0.26
Sat Flow, veh/h 496 3647 2533 1024 1095 633
Grp Volume(v), veh/h 192 786 582 553 416 0
Grp Sat Flow(s),veh/h/ln 496 1777 1777 1686 1731 0
Q Serve(g_s), s 30.0 9.0 15.5 15.6 20.1 0.0
Cycle Q Clear(g_c), s 45.5 9.0 15.5 15.6 20.1 0.0
Prop In Lane 1.00 0.61 0.63 0.37
Lane Grp Cap(c), veh/h 307 2246 1123 1066 457 0
V/C Ratio(X) 0.62 0.35 0.52 0.52 0.91 0.00
Avail Cap(c_a), veh/h 358 2607 1303 1237 550 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 21.2 7.5 8.7 8.7 30.9 0.0
Incr Delay (d2), s/veh 2.6 0.1 0.4 0.4 17.2 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 3.5 3.0 5.3 5.0 10.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 7.6 9.1 9.1 48.1 0.0
LnGrp LOS C A A A D A
Approach Vol, veh/h 978 1135 416
Approach Delay, s/veh 10.8 9.1 48.1
Approach LOS B A D
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 59.2 27.4 59.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 63.5 27.5 63.5
Max Q Clear Time (g_c+I1), s 47.5 22.1 17.6
Green Ext Time (p_c), s 7.2 0.7 10.4
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 5: Creekside Dr. & Bent Ave. 04/26/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 67 17 356 62 17 176
Future Volume (veh/h) 67 17 356 62 17 176
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900 1870 1870 1870 1870
Adj Flow Rate, veh/h 73 18 387 67 18 191
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 2 2 2 2
Cap, veh/h 142 35 654 113 234 734
Arrive On Green 0.10 0.10 0.42 0.42 0.42 0.42
Sat Flow, veh/h 1403 346 1553 269 64 1743
Grp Volume(v), veh/h 92 0 0 454 209 0
Grp Sat Flow(s),veh/h/ln 1768 0 0 1822 1807 0
Q Serve(g_s), s 0.9 0.0 0.0 3.6 0.0 0.0
Cycle Q Clear(g_c), s 0.9 0.0 0.0 3.6 1.4 0.0
Prop In Lane 0.79 0.20 0.15 0.09
Lane Grp Cap(c), veh/h 179 0 0 767 968 0
V/C Ratio(X) 0.51 0.00 0.00 0.59 0.22 0.00
Avail Cap(c_a), veh/h 1688 0 0 1740 1888 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.0 0.0 0.0 4.2 3.6 0.0
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.7 0.1 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 0.3 0.0 0.0 0.2 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.3 0.0 0.0 4.9 3.7 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 92 454 209
Approach Delay, s/veh 10.3 4.9 3.7
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 12.4 12.4 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 5.6 3.4 2.9
Green Ext Time (p_c), s 2.3 1.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 6: Via Vera Cruz & San Marcos Blvd. 04/26/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 836 61 112 996 94 42 171 62 55 190 25 Future Volume (veh/h) 38 836 61 112 996 94 42 171 62 55 190 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 41 909 66 122 1083 102 46 186 67 60 207 27 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 73 1318 588 151 1362 128 64 675 235 77 849 109 Arrive On Green 0.04 0.37 0.37 0.08 0.41 0.41 0.04 0.26 0.26 0.04 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3283 309 1781 2584 901 1781 3166 408 Grp Volume(v), veh/h 41 909 66 122 586 599 46 126 127 60 115 119 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1815 1781 1777 1708 1781 1777 1797 Q Serve(g_s), s 2.3 21.6 2.7 6.7 28.8 28.8 2.6 5.6 5.9 3.3 5.1 5.2 Cycle Q Clear(g_c), s 2.3 21.6 2.7 6.7 28.8 28.8 2.6 5.6 5.9 3.3 5.1 5.2 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.53 1.00 0.23
Lane Grp Cap(c), veh/h 73 1318 588 151 737 753 64 464 446 77 477 482 V/C Ratio(X) 0.56 0.69 0.11 0.81 0.79 0.80 0.72 0.27 0.29 0.78 0.24 0.25 Avail Cap(c_a), veh/h 109 1318 588 180 737 753 91 464 446 98 477 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 26.6 20.6 45.0 25.5 25.6 47.7 29.4 29.5 47.4 28.6 28.7 Incr Delay (d2), s/veh 6.7 3.0 0.4 20.2 8.6 8.5 14.4 1.4 1.6 25.6 1.2 1.2 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 1.1 9.4 1.1 3.8 13.5 13.7 1.4 2.6 2.6 2.0 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 29.5 21.0 65.2 34.2 34.1 62.0 30.8 31.1 72.9 29.8 29.9 LnGrp LOS D C C E C C E C C E C C
Approach Vol, veh/h 1016 1307 299 294
Approach Delay, s/veh 30.0 37.0 35.7 38.7
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 43.6 8.1 33.3 10.6 48.0 8.8 32.6 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 10.1 34.3 5.1 26.5 6.1 38.3 5.5 26.1 Max Q Clear Time (g_c+I1), s 8.7 23.6 4.6 7.2 4.3 30.8 5.3 7.9 Green Ext Time (p_c), s 0.0 4.8 0.0 1.2 0.0 4.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2035 Without Project AM 7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 974 35 104 998 66 60 90 225 38 89 25 Future Volume (veh/h) 37 974 35 104 998 66 60 90 225 38 89 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 40 1059 38 113 1085 72 65 98 245 41 97 27 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 66 1402 50 139 1569 700 105 477 404 88 352 98 Arrive On Green 0.04 0.40 0.40 0.08 0.44 0.44 0.06 0.26 0.26 0.05 0.25 0.25 Sat Flow, veh/h 1781 3499 126 1781 3554 1585 1781 1870 1585 1781 1408 392 Grp Volume(v), veh/h 40 538 559 113 1085 72 65 98 245 41 0 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1848 1781 1777 1585 1781 1870 1585 1781 0 1800 Q Serve(g_s), s 2.7 31.2 31.2 7.5 29.4 3.2 4.3 4.9 16.3 2.7 0.0 6.7 Cycle Q Clear(g_c), s 2.7 31.2 31.2 7.5 29.4 3.2 4.3 4.9 16.3 2.7 0.0 6.7 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 66 712 740 139 1569 700 105 477 404 88 0 450 V/C Ratio(X) 0.61 0.76 0.76 0.82 0.69 0.10 0.62 0.21 0.61 0.46 0.00 0.28 Avail Cap(c_a), veh/h 104 712 740 186 1569 700 134 477 404 119 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.9 30.9 30.9 54.5 26.9 19.6 55.1 35.1 39.4 55.5 0.0 36.2 Incr Delay (d2), s/veh 8.8 7.3 7.1 18.2 2.5 0.3 5.8 1.0 6.6 3.7 0.0 1.5 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 1.4 14.6 15.2 4.1 12.8 1.2 2.1 2.4 7.1 1.3 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.8 38.2 38.0 72.6 29.4 19.9 60.9 36.1 46.0 59.2 0.0 37.8 LnGrp LOS E D D E C B E D D E A D
Approach Vol, veh/h 1137 1270 408 165
Approach Delay, s/veh 39.1 32.8 46.0 43.1
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.8 54.1 13.1 37.0 10.9 59.0 12.5 37.6 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 12.5 43.5 9.0 * 30 7.0 49.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.5 33.2 6.3 8.7 4.7 31.4 4.7 18.3 Green Ext Time (p_c), s 0.1 5.1 0.0 0.6 0.0 7.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 1111 55 241 1194 244 50 31 76 155 61 15 Future Volume (veh/h) 30 1111 55 241 1194 244 50 31 76 155 61 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 33 1208 60 262 1298 265 54 34 83 168 66 16 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 69 1997 99 325 1872 699 240 536 603 258 833 195 Arrive On Green 0.04 0.32 0.32 0.09 0.37 0.37 0.07 0.29 0.29 0.07 0.29 0.29 Sat Flow, veh/h 1781 6326 313 3456 5106 1585 3456 1870 1585 3456 2857 669 Grp Volume(v), veh/h 33 921 347 262 1298 265 54 34 83 168 40 42 Grp Sat Flow(s),veh/h/ln 1781 1609 1814 1728 1702 1585 1728 1870 1585 1728 1777 1750 Q Serve(g_s), s 2.2 19.4 19.4 8.9 25.9 13.5 1.8 1.6 4.1 5.7 2.0 2.1 Cycle Q Clear(g_c), s 2.2 19.4 19.4 8.9 25.9 13.5 1.8 1.6 4.1 5.7 2.0 2.1 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 69 1523 573 325 1872 699 240 536 603 258 518 510 V/C Ratio(X) 0.48 0.60 0.61 0.81 0.69 0.38 0.22 0.06 0.14 0.65 0.08 0.08 Avail Cap(c_a), veh/h 104 1523 573 441 1872 699 288 536 603 317 518 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 34.7 34.8 53.3 32.3 22.5 52.8 31.1 24.3 54.0 30.8 30.8 Incr Delay (d2), s/veh 5.0 1.8 4.7 7.8 2.1 1.6 0.5 0.2 0.5 3.4 0.3 0.3 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 1.1 7.8 9.3 4.2 10.9 5.3 0.8 0.8 1.6 2.6 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 36.5 39.5 61.0 34.4 24.1 53.2 31.3 24.8 57.3 31.1 31.2 LnGrp LOS E D D E C C D C C E C C
Approach Vol, veh/h 1301 1825 171 250
Approach Delay, s/veh 37.9 36.7 35.1 48.7
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.8 44.9 15.3 42.0 11.7 51.0 16.0 41.4 Change Period (Y+Rc), s 6.5 7.0 7.0 7.0 7.0 * 7 7.0 7.0 Max Green Setting (Gmax), s 15.3 32.2 10.0 35.0 7.0 * 41 11.0 34.0 Max Q Clear Time (g_c+I1), s 10.9 21.4 3.8 4.1 4.2 27.9 7.7 6.1 Green Ext Time (p_c), s 0.4 6.1 0.0 0.4 0.0 7.8 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 9: San Marcos Blvd. & SR-78 EB Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 678 827 209 1726 0 0 0 0 176 0 90 Future Volume (veh/h) 0 678 827 209 1726 0 0 0 0 176 0 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 737 899 227 1876 0 191 0 98
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 2274 1242 387 3401 0 403 0 185
Arrive On Green 0.00 0.45 0.45 0.11 0.67 0.00 0.12 0.00 0.12 Sat Flow, veh/h 0 5274 2790 3456 5274 0 3456 0 1585
Grp Volume(v), veh/h 0 737 899 227 1876 0 191 0 98
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 3.9 10.9 2.6 8.0 0.0 2.1 0.0 2.4
Cycle Q Clear(g_c), s 0.0 3.9 10.9 2.6 8.0 0.0 2.1 0.0 2.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2274 1242 387 3401 0 403 0 185 V/C Ratio(X) 0.00 0.32 0.72 0.59 0.55 0.00 0.47 0.00 0.53 Avail Cap(c_a), veh/h 0 2653 1450 710 4258 0 961 0 441
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.4 9.4 17.5 3.6 0.0 17.1 0.0 17.2 Incr Delay (d2), s/veh 0.0 0.1 1.5 1.4 0.1 0.0 0.9 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 2.6 1.0 1.0 0.0 0.8 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.5 10.9 18.9 3.8 0.0 18.0 0.0 19.6 LnGrp LOS A A B B A A B A B
Approach Vol, veh/h 1636 2103 289
Approach Delay, s/veh 9.4 5.4 18.5
Approach LOS A A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 22.9 9.3 32.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 21.5 11.5 34.5
Max Q Clear Time (g_c+I1), s 4.6 12.9 4.4 10.0
Green Ext Time (p_c), s 0.3 5.5 0.6 16.1
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2035 Without Project AM 10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 434 84 0 984 119 778 283 30 87 0 517 Future Volume (veh/h) 248 434 84 0 984 119 778 283 30 87 0 517 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 270 472 0 0 1070 129 846 308 33 95 0 562 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 0 2 2 2 2 2 2 0 2
Cap, veh/h 344 1383 0 1208 375 924 1242 132 122 0 0
Arrive On Green 0.10 0.39 0.00 0.00 0.24 0.24 0.27 0.38 0.38 0.07 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3241 345 1781 95 Grp Volume(v), veh/h 270 472 0 0 1070 129 846 168 173 95 49.1 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1808 1781 D Q Serve(g_s), s 6.5 8.0 0.0 0.0 17.2 5.8 20.2 5.5 5.6 4.5 Cycle Q Clear(g_c), s 6.5 8.0 0.0 0.0 17.2 5.8 20.2 5.5 5.6 4.5 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.19 1.00
Lane Grp Cap(c), veh/h 344 1383 0 1208 375 924 681 693 122 V/C Ratio(X) 0.78 0.34 0.00 0.89 0.34 0.92 0.25 0.25 0.78 Avail Cap(c_a), veh/h 345 1400 0 1231 382 955 681 693 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 18.3 0.0 0.0 31.3 27.0 30.2 17.9 17.9 39.0 Incr Delay (d2), s/veh 11.2 0.1 0.0 0.0 7.9 0.5 13.0 0.9 0.9 10.1 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 %ile BackOfQ(50%),veh/ln 3.2 3.2 0.0 0.0 7.7 0.1 9.7 2.3 2.4 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 18.4 0.0 0.0 39.3 27.5 43.2 18.7 18.7 49.1 LnGrp LOS D B A D C D B B D
Approach Vol, veh/h 742 A 1199 1187
Approach Delay, s/veh 29.4 38.0 36.2
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 10.3 37.1 37.6 27.2 13.0 24.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.4 32.6 33.5 23.5 8.5 20.5 Max Q Clear Time (g_c+I1), s 6.5 7.6 10.0 22.2 8.5 19.2 Green Ext Time (p_c), s 0.1 2.0 3.2 0.5 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2035 Without Project AM
11: San Marcos Blvd. & Westlake Dr. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 539 851 67 23 49
Future Vol, veh/h 31 539 851 67 23 49
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 - - - 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 34 586 925 73 25 53
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 998 0 - 0 1323 499
Stage 1 - - - - 962 -
Stage 2 - - - - 361 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 689 - - - 148 517
Stage 1 - - - - 331 -
Stage 2 - - - - 676 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 689 - - - 141 517
Mov Cap-2 Maneuver - - - - 141 -
Stage 1 - - - - 315 -
Stage 2 - - - - 676 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 22.9

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 689 - - - 279
HCM Lane V/C Ratio 0.049 - - - 0.281
HCM Control Delay (s) 10.5 - - - 22.9
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.2 - - - 1.1
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 12: San Marcos Blvd. & Pico Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 577 14 0 701 145 8 2 5 172 4 81 Future Volume (vph) 132 577 14 0 701 145 8 2 5 172 4 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1583 1790 1583 1776 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.29 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 536 1583 1347 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 143 627 15 0 762 158 9 2 5 187 4 88
RTOR Reduction (vph) 0 0 8 0 0 108 0 0 4 0 0 67
Lane Group Flow (vph) 143 627 7 0 762 50 0 11 1 0 191 21 Turn Type Prot NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 6 3 4
Permitted Phases 2 6 3 3 4 4
Actuated Green, G (s) 15.0 62.0 62.0 41.0 41.0 18.0 18.0 31.0 31.0 Effective Green, g (s) 15.0 62.0 62.0 41.0 41.0 18.0 18.0 31.0 31.0 Actuated g/C Ratio 0.12 0.48 0.48 0.32 0.32 0.14 0.14 0.24 0.24 Clearance Time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 1687 754 1116 499 74 219 321 377 v/s Ratio Prot c0.08 0.18 c0.22
v/s Ratio Perm 0.00 0.03 c0.02 0.00 c0.14 0.01
v/c Ratio 0.70 0.37 0.01 0.68 0.10 0.15 0.00 0.60 0.06
Uniform Delay, d1 55.3 21.6 17.9 38.8 31.5 49.3 48.3 43.9 38.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.4 0.6 0.0 3.4 0.4 4.2 0.0 7.9 0.3 Delay (s) 65.7 22.2 17.9 42.2 31.9 53.5 48.3 51.8 38.5
Level of Service E C B D C D D D D
Approach Delay (s) 30.1 40.4 51.8 47.6
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 37.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 13: Craven Rd. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 671 294 31 418 626 15
Future Volume (veh/h) 671 294 31 418 626 15
Initial Q (Qb), veh 0 0 0 0 0 0
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 729 320 34 454 680 16
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 837 367 155 1238 894 795
Arrive On Green 0.35 0.35 0.35 0.35 0.50 0.50
Sat Flow, veh/h 2497 1054 538 3647 1781 1585
Grp Volume(v), veh/h 539 510 34 454 680 16
Grp Sat Flow(s),veh/h/ln 1777 1681 538 1777 1781 1585
Q Serve(g_s), s 17.0 17.0 3.8 5.7 18.5 0.3
Cycle Q Clear(g_c), s 17.0 17.0 20.8 5.7 18.5 0.3
Prop In Lane 0.63 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 619 585 155 1238 894 795
V/C Ratio(X) 0.87 0.87 0.22 0.37 0.76 0.02
Avail Cap(c_a), veh/h 619 585 155 1238 894 795
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.3 18.3 28.0 14.6 12.1 7.5
Incr Delay (d2), s/veh 12.8 13.5 0.7 0.2 6.1 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 8.4 8.0 0.5 2.1 7.5 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 31.8 28.7 14.8 18.1 7.6
LnGrp LOS C C C B B A
Approach Vol, veh/h 1049 488 696
Approach Delay, s/veh 31.4 15.8 17.9
Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 34.6 25.4 25.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.1 20.9 20.9
Max Q Clear Time (g_c+I1), s 20.5 19.0 22.8
Green Ext Time (p_c), s 1.9 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2035 Without Project AM 14: Grand Ave. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 639 19 7 397 0 17 0 48 0 0 0
Future Volume (veh/h) 0 639 19 7 397 0 17 0 48 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 695 21 8 432 0 18 0 52 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 4 1289 39 19 1655 0 188 45 416 0 666 565
Arrive On Green 0.00 0.37 0.37 0.01 0.47 0.00 0.36 0.00 0.36 0.00 0.00 0.00 Sat Flow, veh/h 1781 3522 106 1781 3647 0 277 127 1167 0 1870 1585 Grp Volume(v), veh/h 0 351 365 8 432 0 70 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1851 1781 1777 0 1572 0 0 0 1870 1585 Q Serve(g_s), s 0.0 7.9 7.9 0.2 3.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 7.9 7.9 0.2 3.7 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.00 0.26 0.74 0.00 1.00
Lane Grp Cap(c), veh/h 4 651 678 19 1655 0 649 0 0 0 666 565 V/C Ratio(X) 0.00 0.54 0.54 0.43 0.26 0.00 0.11 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 176 651 678 176 1655 0 649 0 0 0 666 565 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.6 12.6 24.8 8.2 0.0 10.9 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.2 3.1 14.7 0.4 0.0 0.3 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.2 3.3 0.2 1.2 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.8 15.7 39.5 8.6 0.0 11.3 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B B D A A B A A A A A
Approach Vol, veh/h 716 440 70 0
Approach Delay, s/veh 15.8 9.2 11.3 0.0
Approach LOS B A B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 23.0 22.5 0.0 28.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.5 18.0 5.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 2.2 9.9 3.4 0.0 5.7 0.0
Green Ext Time (p_c), s 0.0 2.9 0.2 0.0 2.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 15: Discovery St. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 681 6 20 401 0 15 0 29 0 0 0
Future Volume (veh/h) 0 681 6 20 401 0 15 0 29 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 740 7 22 436 0 16 0 32 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 2 2 2 2 2 2
Cap, veh/h 6 1412 13 49 1992 0 200 33 165 226 294 249
Arrive On Green 0.00 0.39 0.39 0.03 0.56 0.00 0.16 0.00 0.16 0.00 0.00 0.00 Sat Flow, veh/h 1781 3607 34 1781 3647 0 316 210 1053 1377 1870 1585 Grp Volume(v), veh/h 0 365 382 22 436 0 48 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 0 1580 0 0 1377 1870 1585 Q Serve(g_s), s 0.0 5.0 5.0 0.4 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 5.0 5.0 0.4 2.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.00 0.33 0.67 1.00 1.00
Lane Grp Cap(c), veh/h 6 696 730 49 1992 0 399 0 0 226 294 249 V/C Ratio(X) 0.00 0.52 0.52 0.44 0.22 0.00 0.12 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 285 3207 3365 699 7240 0 1428 0 0 1156 1556 1319 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 7.4 7.4 15.2 3.5 0.0 11.7 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.6 6.1 0.1 0.0 0.1 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.3 1.3 0.2 0.3 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.0 8.0 21.4 3.6 0.0 11.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A C A A B A A A A A
Approach Vol, veh/h 747 458 48 0
Approach Delay, s/veh 8.0 4.4 11.8 0.0
Approach LOS A A B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 9.5 5.4 17.0 9.5 0.0 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 12.5 57.5 26.5 5.1 64.9 Max Q Clear Time (g_c+I1), s 2.8 2.4 7.0 0.0 0.0 4.0
Green Ext Time (p_c), s 0.2 0.0 5.5 0.0 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 6.8
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2035 Without Project AM 16: Rush Dr. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 622 108 230 316 105 111
Future Volume (veh/h) 622 108 230 316 105 111
Initial Q (Qb), veh 0 0 0 0 0 0
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 676 117 250 343 114 121
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1118 193 431 2186 253 225
Arrive On Green 0.37 0.37 0.12 0.62 0.14 0.14
Sat Flow, veh/h 3123 524 3456 3647 1781 1585
Grp Volume(v), veh/h 396 397 250 343 114 121
Grp Sat Flow(s),veh/h/ln 1777 1776 1728 1777 1781 1585
Q Serve(g_s), s 6.7 6.7 2.5 1.5 2.2 2.6
Cycle Q Clear(g_c), s 6.7 6.7 2.5 1.5 2.2 2.6
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 656 656 431 2186 253 225
V/C Ratio(X) 0.60 0.61 0.58 0.16 0.45 0.54
Avail Cap(c_a), veh/h 1318 1317 1072 4169 1081 962
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.5 9.5 15.3 3.0 14.6 14.8
Incr Delay (d2), s/veh 0.9 0.9 1.2 0.0 1.3 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 2.0 0.9 0.2 0.8 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.4 10.4 16.6 3.1 15.8 16.8
LnGrp LOS B B B A B B
Approach Vol, veh/h 793 593 235
Approach Delay, s/veh 10.4 8.8 16.3
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 9.8 9.1 18.2 27.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 11.5 27.5 43.5
Max Q Clear Time (g_c+I1), s 4.6 4.5 8.7 3.5
Green Ext Time (p_c), s 0.6 0.5 5.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 17: Discovery St. & Street A 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 677 56 56 509 0 37 0 37 0 0 0
Future Volume (veh/h) 0 677 56 56 509 0 37 0 37 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 736 61 61 553 0 40 0 40 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 2 1637 136 86 2138 954 260 23 210 0 518 0
Arrive On Green 0.00 0.49 0.49 0.05 0.60 0.00 0.28 0.00 0.28 0.00 0.00 0.00 Sat Flow, veh/h 1781 3322 275 1781 3554 1585 675 84 759 0 1870 0 Grp Volume(v), veh/h 0 393 404 61 553 0 80 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1821 1781 1777 1585 1518 0 0 0 1870 0 Q Serve(g_s), s 0.0 10.7 10.7 2.5 5.4 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 10.7 10.7 2.5 5.4 0.0 2.7 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.15 1.00 1.00 0.50 0.50 0.00 0.00
Lane Grp Cap(c), veh/h 2 876 897 86 2138 954 493 0 0 0 518 0 V/C Ratio(X) 0.00 0.45 0.45 0.71 0.26 0.00 0.16 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 120 876 897 228 2138 954 493 0 0 0 518 0 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.2 12.2 34.7 7.0 0.0 20.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.7 1.6 10.3 0.3 0.0 0.7 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.2 4.3 1.3 1.8 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.9 13.9 45.0 7.3 0.0 21.0 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B B D A A C A A A A A
Approach Vol, veh/h 797 614 80 0
Approach Delay, s/veh 13.9 11.0 21.0 0.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 41.0 25.0 0.0 49.1 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 36.5 20.5 5.0 41.0 20.5 Max Q Clear Time (g_c+I1), s 4.5 12.7 4.7 0.0 7.4 0.0
Green Ext Time (p_c), s 0.0 5.4 0.3 0.0 4.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 19 237 42 84 330 4 33 2 48 3 3 12
Future Volume (vph) 19 237 42 84 330 4 33 2 48 3 3 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.85 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1770 3459 1770 3533 1779 1583 1677
Flt Permitted 0.95 1.00 0.95 1.00 0.46 1.00 1.00
Satd. Flow (perm) 1770 3459 1770 3533 854 1583 1691
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 21 258 46 91 359 4 36 2 52 3 3 13
RTOR Reduction (vph) 0 9 0 0 0 0 0 0 46 0 13 0
Lane Group Flow (vph) 21 295 0 91 363 0 0 38 6 0 6 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 7 8
Permitted Phases 7 7 8
Actuated Green, G (s) 1.0 33.3 7.1 39.4 8.5 8.5 1.3
Effective Green, g (s) 1.0 33.3 7.1 39.4 8.5 8.5 1.3
Actuated g/C Ratio 0.01 0.46 0.10 0.55 0.12 0.12 0.02
Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 24 1595 174 1927 100 186 30
v/s Ratio Prot 0.01 0.09 c0.05 c0.10
v/s Ratio Perm c0.04 0.00 c0.00
v/c Ratio 0.88 0.19 0.52 0.19 0.38 0.03 0.21
Uniform Delay, d1 35.5 11.5 30.9 8.3 29.4 28.2 34.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 127.4 0.3 2.8 0.2 2.4 0.1 3.4
Delay (s) 162.9 11.7 33.8 8.5 31.8 28.3 38.4
Level of Service F B C A C C D
Approach Delay (s) 21.5 13.6 29.8 38.4
Approach LOS C B C D
Intersection Summary
HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 72.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 276 5 14 346 10 14 0 7 8 0 7
Future Volume (vph) 97 276 5 14 346 10 14 0 7 8 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3531 3433 3539 1583 1770 1583 1770 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3433 3531 3433 3539 1583 1770 1583 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 105 300 5 15 376 11 15 0 8 9 0 8
RTOR Reduction (vph) 0 1 0 0 0 8 0 0 6 0 0 6
Lane Group Flow (vph) 105 304 0 15 376 3 0 15 2 9 0 2
Turn Type Prot NA Prot NA Perm Split NA Perm Split Perm Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 4 3
Actuated Green, G (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Effective Green, g (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Actuated g/C Ratio 0.06 0.29 0.02 0.25 0.25 0.26 0.26 0.26 0.26 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 1026 75 884 395 456 408 456 408
v/s Ratio Prot c0.03 0.09 0.00 c0.11 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.49 0.30 0.20 0.43 0.01 0.03 0.01 0.02 0.01
Uniform Delay, d1 58.0 35.2 61.5 40.3 36.1 35.6 35.3 35.4 35.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.7 1.3 1.5 0.0 0.1 0.0 0.1 0.0 Delay (s) 59.8 36.0 62.8 41.8 36.1 35.7 35.3 35.5 35.3
Level of Service E D E D D D D D D
Approach Delay (s) 42.1 42.4 35.6 35.4
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 41.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 128.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 20: Rush Dr. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 222 224 23 37 193 34 26 72 32 17 32 137 Future Volume (vph) 222 224 23 37 193 34 26 72 32 17 32 137 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3490 3433 3460 1770 1776 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3490 3433 3460 1770 1776 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 241 243 25 40 210 37 28 78 35 18 35 149 RTOR Reduction (vph) 0 6 0 0 12 0 0 19 0 0 0 131
Lane Group Flow (vph) 241 262 0 40 235 0 28 94 0 18 35 18 Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 1 6 8 8 7 7
Permitted Phases 7
Actuated Green, G (s) 10.8 30.4 3.7 23.3 7.7 7.7 8.7 8.7 8.7 Effective Green, g (s) 10.8 30.4 3.7 23.3 7.7 7.7 8.7 8.7 8.7 Actuated g/C Ratio 0.15 0.41 0.05 0.32 0.10 0.10 0.12 0.12 0.12 Clearance Time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 259 1439 172 1093 184 185 208 219 186 v/s Ratio Prot c0.14 0.08 0.01 c0.07 0.02 c0.05 0.01 c0.02 v/s Ratio Perm 0.01
v/c Ratio 0.93 0.18 0.23 0.22 0.15 0.51 0.09 0.16 0.09
Uniform Delay, d1 31.1 13.8 33.6 18.5 30.0 31.2 29.0 29.2 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 37.5 0.3 0.7 0.1 0.4 2.2 0.2 0.3 0.2 Delay (s) 68.6 14.0 34.3 18.6 30.4 33.4 29.1 29.6 29.2
Level of Service E B C B C C C C C
Approach Delay (s) 39.9 20.8 32.8 29.3
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 73.7 Sum of lost time (s) 23.2 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 21: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 84 129 5 45 62 878 55 11 901 1 Future Volume (veh/h) 3 0 84 129 5 45 62 878 55 11 901 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 3 0 91 140 5 49 67 954 60 12 979 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 78 4 197 344 7 206 109 1967 124 27 2812 3
Arrive On Green 0.13 0.00 0.13 0.13 0.13 0.13 0.06 0.58 0.58 0.02 0.53 0.53 Sat Flow, veh/h 21 29 1514 1540 55 1585 1781 3395 214 1781 5268 5 Grp Volume(v), veh/h 94 0 0 145 0 49 67 499 515 12 633 347 Grp Sat Flow(s),veh/h/ln 1564 0 0 1595 0 1585 1781 1777 1832 1781 1702 1869 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1.4 1.8 8.1 8.1 0.3 5.2 5.2 Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.8 0.0 1.4 1.8 8.1 8.1 0.3 5.2 5.2 Prop In Lane 0.03 0.97 0.97 1.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 279 0 0 352 0 206 109 1030 1062 27 1817 998 V/C Ratio(X) 0.34 0.00 0.00 0.41 0.00 0.24 0.62 0.48 0.48 0.44 0.35 0.35 Avail Cap(c_a), veh/h 668 0 0 677 0 597 247 1030 1062 185 1817 998 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 0.0 0.0 20.2 0.0 19.2 22.5 6.0 6.0 24.0 6.5 6.5 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.8 0.0 0.6 5.6 1.6 1.6 10.6 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 1.5 0.0 0.5 0.9 2.5 2.5 0.2 1.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.4 0.0 0.0 21.0 0.0 19.8 28.1 7.7 7.6 34.6 7.1 7.5 LnGrp LOS C A A C A B C A A C A A
Approach Vol, veh/h 94 194 1081 992
Approach Delay, s/veh 20.4 20.7 8.9 7.6
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 32.9 10.9 7.5 30.7 10.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 27.9 18.5 6.8 26.2 18.5 Max Q Clear Time (g_c+I1), s 2.3 10.1 5.8 3.8 7.2 5.8
Green Ext Time (p_c), s 0.0 6.5 0.3 0.0 6.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2035 Without Project AM 22: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 6 20 24 3 246 21 891 28 71 861 43 Future Volume (veh/h) 54 6 20 24 3 246 21 891 28 71 861 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 59 7 22 26 3 267 23 968 30 77 936 47 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 92 81 256 65 3 299 45 1841 57 97 2751 138
Arrive On Green 0.05 0.21 0.21 0.04 0.19 0.19 0.03 0.52 0.52 0.05 0.55 0.55 Sat Flow, veh/h 1781 397 1248 1781 18 1570 1781 3519 109 1781 4980 250 Grp Volume(v), veh/h 59 0 29 26 0 270 23 489 509 77 639 344 Grp Sat Flow(s),veh/h/ln 1781 0 1646 1781 0 1588 1781 1777 1851 1781 1702 1825 Q Serve(g_s), s 4.5 0.0 2.0 2.0 0.0 23.2 1.8 25.3 25.3 6.0 14.5 14.5 Cycle Q Clear(g_c), s 4.5 0.0 2.0 2.0 0.0 23.2 1.8 25.3 25.3 6.0 14.5 14.5 Prop In Lane 1.00 0.76 1.00 0.99 1.00 0.06 1.00 0.14
Lane Grp Cap(c), veh/h 92 0 338 65 0 302 45 930 968 97 1881 1008 V/C Ratio(X) 0.64 0.00 0.09 0.40 0.00 0.89 0.51 0.53 0.53 0.79 0.34 0.34 Avail Cap(c_a), veh/h 127 0 476 102 0 437 80 930 968 167 1881 1008 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.1 0.0 45.0 66.0 0.0 55.3 67.4 21.9 21.9 65.4 17.3 17.3 Incr Delay (d2), s/veh 7.4 0.0 0.1 4.0 0.0 15.3 8.6 2.1 2.0 13.4 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.8 1.0 0.0 10.6 0.9 11.1 11.6 3.1 5.8 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.5 0.0 45.1 69.9 0.0 70.7 76.0 24.1 24.0 78.8 17.8 18.2 LnGrp LOS E A D E A E E C C E B B
Approach Vol, veh/h 88 296 1021 1060
Approach Delay, s/veh 63.5 70.6 25.2 22.3
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.1 79.6 13.2 33.1 10.0 83.6 11.1 35.2 Change Period (Y+Rc), s 6.5 6.3 6.0 6.5 6.5 6.3 6.0 6.5 Max Green Setting (Gmax), s 13.1 53.1 10.0 38.5 6.3 59.9 8.0 40.5 Max Q Clear Time (g_c+I1), s 8.0 27.3 6.5 25.2 3.8 16.5 4.0 4.0 Green Ext Time (p_c), s 0.1 7.3 0.0 1.4 0.0 8.2 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 30.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2035 Without Project AM 23: Twin Oaks Valley Rd. & Craven Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 94 175 39 28 41 206 756 103 340 651 40 Future Volume (veh/h) 54 94 175 39 28 41 206 756 103 340 651 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 59 102 190 42 30 45 224 822 112 370 708 43 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 236 517 231 94 242 206 261 1954 265 459 2049 124 Arrive On Green 0.07 0.15 0.15 0.05 0.13 0.13 0.15 0.43 0.43 0.13 0.42 0.42 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4547 616 3456 4923 298 Grp Volume(v), veh/h 59 102 190 42 30 45 224 614 320 370 489 262 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1759 1728 1702 1817 Q Serve(g_s), s 1.8 2.8 12.8 2.5 1.6 2.8 13.5 13.8 13.9 11.4 10.7 10.8 Cycle Q Clear(g_c), s 1.8 2.8 12.8 2.5 1.6 2.8 13.5 13.8 13.9 11.4 10.7 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.35 1.00 0.16
Lane Grp Cap(c), veh/h 236 517 231 94 242 206 261 1463 756 459 1417 756 V/C Ratio(X) 0.25 0.20 0.82 0.45 0.12 0.22 0.86 0.42 0.42 0.81 0.34 0.35 Avail Cap(c_a), veh/h 362 1148 512 186 604 512 608 1463 756 928 1417 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 41.3 45.6 50.5 42.3 42.8 45.8 21.8 21.8 46.2 21.9 21.9 Incr Delay (d2), s/veh 0.5 0.2 7.2 3.3 0.2 0.5 8.1 0.9 1.7 3.4 0.7 1.3 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 0.8 1.2 5.5 1.2 0.7 1.1 6.5 5.6 6.0 5.1 4.4 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.0 41.5 52.8 53.8 42.5 43.4 53.8 22.7 23.6 49.6 22.5 23.1 LnGrp LOS D D D D D D D C C D C C
Approach Vol, veh/h 351 117 1158 1121
Approach Delay, s/veh 48.9 46.9 29.0 31.6
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.1 54.0 12.3 22.5 22.6 52.5 14.0 20.7 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 29.5 47.2 11.5 35.5 37.5 39.2 11.5 35.5 Max Q Clear Time (g_c+I1), s 13.4 15.9 4.5 14.8 15.5 12.8 3.8 4.8 Green Ext Time (p_c), s 1.2 7.3 0.0 1.2 0.6 5.3 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 24: Twin Oaks Valley Rd. & Campus Market Pl. 04/27/2022 HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 27 1 53 4 1 7 80 1010 6 42 984 27
Future Volume (vph) 27 1 53 4 1 7 80 1010 6 42 984 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 0.91 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1777 1583 1770 1863 1583 3433 5080 1770 5065 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1777 1583 1770 1863 1583 3433 5080 1770 5065 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 1 58 4 1 8 87 1098 7 46 1070 29
RTOR Reduction (vph) 0 0 55 0 0 8 0 0 0 0 1 0
Lane Group Flow (vph) 0 30 3 4 1 0 87 1105 0 46 1098 0
Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 7 7 8 8 5 2 1 6
Permitted Phases 7 8
Actuated Green, G (s) 6.8 6.8 2.8 2.8 2.8 8.8 90.6 8.0 89.8 Effective Green, g (s) 6.8 6.8 2.8 2.8 2.8 8.8 90.6 8.0 89.8 Actuated g/C Ratio 0.05 0.05 0.02 0.02 0.02 0.07 0.67 0.06 0.67 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 89 79 36 38 32 223 3409 104 3369
v/s Ratio Prot c0.02 c0.00 0.00 0.03 c0.22 c0.03 0.22
v/s Ratio Perm 0.00 0.00
v/c Ratio 0.34 0.04 0.11 0.03 0.01 0.39 0.32 0.44 0.33
Uniform Delay, d1 61.9 61.0 64.9 64.8 64.7 60.5 9.3 61.3 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 1.4 0.3 0.1 1.1 0.3 3.0 0.3 Delay (s) 64.2 61.2 66.2 65.0 64.8 61.7 9.6 64.3 9.9
Level of Service E E E E E E A E A
Approach Delay (s) 62.2 65.3 13.4 12.1
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 145 6 168 228 181 12 818 138 355 1180 407 Future Volume (veh/h) 244 145 6 168 228 181 12 818 138 355 1180 407 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 265 158 7 183 248 197 13 889 150 386 1283 442 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 319 907 40 238 523 244 98 1809 304 437 2599 807 Arrive On Green 0.09 0.18 0.18 0.07 0.15 0.15 0.03 0.41 0.41 0.13 0.51 0.51 Sat Flow, veh/h 3456 5015 220 3456 3404 1585 3456 4402 739 3456 5106 1585 Grp Volume(v), veh/h 265 107 58 183 248 197 13 687 352 386 1283 442 Grp Sat Flow(s),veh/h/ln 1728 1702 1831 1728 1702 1585 1728 1702 1737 1728 1702 1585 Q Serve(g_s), s 10.6 3.7 3.8 7.3 9.3 16.8 0.5 20.8 21.0 15.4 23.1 26.6 Cycle Q Clear(g_c), s 10.6 3.7 3.8 7.3 9.3 16.8 0.5 20.8 21.0 15.4 23.1 26.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 319 616 331 238 523 244 98 1399 714 437 2599 807 V/C Ratio(X) 0.83 0.17 0.18 0.77 0.47 0.81 0.13 0.49 0.49 0.88 0.49 0.55 Avail Cap(c_a), veh/h 425 875 471 444 895 417 247 1399 714 481 2599 807 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.5 48.5 48.5 64.1 54.1 57.2 66.3 30.4 30.5 60.1 22.5 23.4 Incr Delay (d2), s/veh 10.0 0.1 0.3 5.2 0.7 6.3 0.6 1.2 2.4 16.4 0.7 2.7 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 5.1 1.6 1.8 3.4 4.1 7.2 0.2 8.8 9.3 7.7 9.4 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.5 48.6 48.8 69.3 54.7 63.5 66.9 31.7 32.9 76.5 23.2 26.1 LnGrp LOS E D D E D E E C C E C C
Approach Vol, veh/h 430 628 1052 2111
Approach Delay, s/veh 63.3 61.7 32.5 33.5
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.2 65.0 16.6 33.1 11.5 78.8 20.4 29.3 Change Period (Y+Rc), s 7.5 7.5 7.0 7.8 7.5 7.5 7.5 * 7.8 Max Green Setting (Gmax), s 19.5 36.7 18.0 36.0 10.0 46.2 17.2 * 37 Max Q Clear Time (g_c+I1), s 17.4 23.0 9.3 5.8 2.5 28.6 12.6 18.8 Green Ext Time (p_c), s 0.3 5.9 0.4 1.0 0.0 10.4 0.4 2.7 Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 26: Twin Oaks Valley Rd. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 4 5 1 4 37 5 1721 13 318 1755 19 Future Volume (veh/h) 19 4 5 1 4 37 5 1721 13 318 1755 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 21 4 5 1 4 40 5 1871 14 346 1908 21 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 85 212 95 194 323 144 23 2944 22 466 3779 42 Arrive On Green 0.02 0.06 0.06 0.06 0.09 0.09 0.01 0.44 0.44 0.13 0.57 0.57 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6637 50 3456 6610 73 Grp Volume(v), veh/h 21 4 5 1 4 40 5 1360 525 346 1393 536 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1861 1728 1609 1857 Q Serve(g_s), s 0.4 0.1 0.2 0.0 0.1 1.4 0.1 12.9 12.9 5.7 10.2 10.2 Cycle Q Clear(g_c), s 0.4 0.1 0.2 0.0 0.1 1.4 0.1 12.9 12.9 5.7 10.2 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.04
Lane Grp Cap(c), veh/h 85 212 95 194 323 144 23 2140 826 466 2759 1062 V/C Ratio(X) 0.25 0.02 0.05 0.01 0.01 0.28 0.22 0.64 0.64 0.74 0.50 0.50 Avail Cap(c_a), veh/h 294 1087 485 1057 1872 835 294 2140 826 581 2759 1062 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 26.0 26.1 26.2 24.3 24.9 29.1 12.7 12.7 24.5 7.6 7.6 Incr Delay (d2), s/veh 1.5 0.0 0.2 0.0 0.0 1.0 4.6 1.5 3.7 3.9 0.7 1.7 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 0.2 0.0 0.1 0.0 0.0 0.5 0.0 4.2 5.4 2.4 2.9 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.6 26.1 26.3 26.2 24.4 26.0 33.7 14.1 16.4 28.4 8.2 9.3 LnGrp LOS C C C C C C C B B C A A
Approach Vol, veh/h 30 45 1890 2275
Approach Delay, s/veh 28.6 25.8 14.8 11.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.4 30.6 7.8 8.0 4.9 38.1 6.0 9.9 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 26.1 18.0 18.0 5.0 31.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 7.7 14.9 2.0 2.2 2.1 12.2 2.4 3.4 Green Ext Time (p_c), s 0.3 8.5 0.0 0.0 0.0 13.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 27: Twin Oaks Valley Rd. & SR-78 Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 414 1 851 0 0 0 0 1009 572 373 1918 0 Future Volume (veh/h) 414 1 851 0 0 0 0 1009 572 373 1918 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 300 0 1086 0 1097 622 405 2085 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 583 0 1037 0 1671 519 346 2599 0
Arrive On Green 0.33 0.00 0.33 0.00 0.33 0.33 0.10 0.51 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 300 0 1086 0 1097 622 405 2085 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 7.5 0.0 18.0 0.0 10.1 18.0 5.5 18.6 0.0 Cycle Q Clear(g_c), s 7.5 0.0 18.0 0.0 10.1 18.0 5.5 18.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 583 0 1037 0 1671 519 346 2599 0 V/C Ratio(X) 0.51 0.00 1.05 0.00 0.66 1.20 1.17 0.80 0.00 Avail Cap(c_a), veh/h 583 0 1037 0 1671 519 346 2599 0
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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.0 0.0 18.5 0.0 15.9 18.5 24.8 11.2 0.0 Incr Delay (d2), s/veh 0.8 0.0 41.0 0.0 2.0 107.1 103.8 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 2.8 0.0 11.6 0.0 3.7 21.1 7.1 6.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 0.0 59.5 0.0 17.9 125.6 128.6 13.9 0.0 LnGrp LOS B A F A B F F B A
Approach Vol, veh/h 1386 1719 2490
Approach Delay, s/veh 50.0 56.8 32.6
Approach LOS D E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.0 22.5 22.5 32.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.0 18.0 28.0
Max Q Clear Time (g_c+I1), s 7.5 20.0 20.0 20.6
Green Ext Time (p_c), s 0.0 0.0 0.0 6.4
Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 28: Twin Oaks Valley Rd. & CA-78 WB Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 725 0 310 0 1085 440 0 1243 367 Future Volume (vph) 0 0 0 725 0 310 0 1085 440 0 1243 367 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3433 2787 5085 1583 5085 1583
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3433 2787 5085 1583 5085 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 788 0 337 0 1179 478 0 1351 399
RTOR Reduction (vph) 0 0 0 0 0 23 0 0 272 0 0 227
Lane Group Flow (vph) 0 0 0 788 0 314 0 1179 206 0 1351 172 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 15.0 15.0 18.1 18.1 18.1 18.1
Effective Green, g (s) 15.0 15.0 18.1 18.1 18.1 18.1
Actuated g/C Ratio 0.36 0.36 0.43 0.43 0.43 0.43
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1223 992 2186 680 2186 680
v/s Ratio Prot 0.23 c0.27
v/s Ratio Perm c0.23 0.11 0.13 0.11
v/c Ratio 0.64 0.32 0.54 0.30 0.62 0.25
Uniform Delay, d1 11.3 9.8 8.9 7.9 9.3 7.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.2 1.0 1.1 1.3 0.9
Delay (s) 12.5 10.0 9.9 9.0 10.6 8.6
Level of Service B B A A B A
Approach Delay (s) 0.0 11.8 9.6 10.2
Approach LOS A B A B
Intersection Summary
HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 42.1 Sum of lost time (s) 9.0 Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 29: Twin Oaks Valley Rd. & Shopping Center Drwy. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 4 32 57 1 32 31 1116 182 0 1597 7 Future Volume (veh/h) 4 4 32 57 1 32 31 1116 182 0 1597 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 Adj Flow Rate, veh/h 4 4 35 62 1 35 34 1213 198 0 1736 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 0 2 2
Cap, veh/h 10 22 190 102 8 283 129 2433 397 0 2834 13
Arrive On Green 0.01 0.13 0.13 0.06 0.18 0.18 0.04 0.55 0.55 0.00 0.43 0.43 Sat Flow, veh/h 1781 165 1445 1781 44 1548 3456 4423 722 0 6922 31 Grp Volume(v), veh/h 4 0 39 62 0 36 34 934 477 0 1258 486 Grp Sat Flow(s),veh/h/ln 1781 0 1610 1781 0 1592 1728 1702 1740 0 1609 1865 Q Serve(g_s), s 0.1 0.0 1.1 1.8 0.0 1.0 0.5 8.8 8.8 0.0 10.5 10.5 Cycle Q Clear(g_c), s 0.1 0.0 1.1 1.8 0.0 1.0 0.5 8.8 8.8 0.0 10.5 10.5 Prop In Lane 1.00 0.90 1.00 0.97 1.00 0.41 0.00 0.02
Lane Grp Cap(c), veh/h 10 0 211 102 0 291 129 1873 957 0 2054 794 V/C Ratio(X) 0.42 0.00 0.18 0.61 0.00 0.12 0.26 0.50 0.50 0.00 0.61 0.61 Avail Cap(c_a), veh/h 173 0 561 176 0 558 335 1873 957 0 2054 794 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 20.0 23.8 0.0 17.6 24.2 7.2 7.2 0.0 11.5 11.5 Incr Delay (d2), s/veh 26.2 0.0 0.4 5.8 0.0 0.2 1.1 1.0 1.9 0.0 1.4 3.5 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 0.1 0.0 0.4 0.8 0.0 0.3 0.2 2.5 2.8 0.0 3.3 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.8 0.0 20.4 29.6 0.0 17.8 25.2 8.1 9.1 0.0 12.9 15.0 LnGrp LOS D A C C A B C A A A B B
Approach Vol, veh/h 43 98 1445 1744
Approach Delay, s/veh 23.3 25.3 8.8 13.5
Approach LOS C C A B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.9 7.4 11.3 6.4 26.5 4.8 13.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.4 5.1 18.0 5.0 18.9 5.0 18.1 Max Q Clear Time (g_c+I1), s 10.8 3.8 3.1 2.5 12.5 2.1 3.0 Green Ext Time (p_c), s 9.4 0.0 0.1 0.0 5.1 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 30: Twin Oaks Valley Rd. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 163 295 267 428 513 28 251 450 312 75 689 207 Future Volume (veh/h) 163 295 267 428 513 28 251 450 312 75 689 207 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 177 321 290 465 558 30 273 489 339 82 749 225 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 248 1544 1413 332 1573 84 249 1122 653 208 808 243 Arrive On Green 0.07 0.43 0.43 0.10 0.46 0.46 0.07 0.32 0.32 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 3430 184 3456 3554 1585 3456 2693 809 Grp Volume(v), veh/h 177 321 290 465 289 299 273 489 339 82 494 480 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1837 1728 1777 1585 1728 1777 1725 Q Serve(g_s), s 6.3 7.0 7.2 12.0 13.1 13.2 9.0 13.6 20.0 2.9 33.7 33.7 Cycle Q Clear(g_c), s 6.3 7.0 7.2 12.0 13.1 13.2 9.0 13.6 20.0 2.9 33.7 33.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 248 1544 1413 332 815 842 249 1122 653 208 533 517 V/C Ratio(X) 0.71 0.21 0.21 1.40 0.35 0.36 1.10 0.44 0.52 0.39 0.93 0.93 Avail Cap(c_a), veh/h 304 1544 1413 332 815 842 249 1122 653 263 533 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.7 22.0 17.0 56.5 21.9 21.9 58.0 33.9 27.5 56.5 42.4 42.4 Incr Delay (d2), s/veh 5.9 0.3 0.3 198.0 1.2 1.2 85.5 1.2 2.9 1.2 24.6 25.1 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 2.9 3.0 2.4 14.3 5.8 6.0 6.9 6.1 8.1 1.3 18.3 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.7 22.3 17.3 254.5 23.1 23.1 143.5 35.2 30.5 57.7 67.0 67.5 LnGrp LOS E C B F C C F D C E E E
Approach Vol, veh/h 788 1053 1101 1056
Approach Delay, s/veh 29.5 125.3 60.6 66.5
Approach LOS C F E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 62.2 16.0 45.3 16.0 65.2 14.0 47.3 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 12.0 37.8 9.0 * 38 11.0 38.8 9.5 37.0 Max Q Clear Time (g_c+I1), s 14.0 9.2 11.0 35.7 8.3 15.2 4.9 22.0 Green Ext Time (p_c), s 0.0 3.5 0.0 1.1 0.1 3.7 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 73.1
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 31: Twin Oaks Valley Rd. & Richmar Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 133 16 93 21 7 1 68 451 13 36 1101 209 Future Volume (vph) 133 16 93 21 7 1 68 451 13 36 1101 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 1.00 0.98 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1624 1770 1832 1770 3524 1770 3455 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1624 1770 1832 1770 3524 1770 3455 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 145 17 101 23 8 1 74 490 14 39 1197 227 RTOR Reduction (vph) 0 88 0 0 1 0 0 1 0 0 8 0
Lane Group Flow (vph) 145 30 0 23 8 0 74 503 0 39 1416 0 Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 12.7 12.7 4.5 4.5 6.1 50.2 3.9 48.0 Effective Green, g (s) 12.7 12.7 4.5 4.5 6.1 50.2 3.9 48.0 Actuated g/C Ratio 0.13 0.13 0.05 0.05 0.06 0.52 0.04 0.50 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 234 215 83 86 112 1846 72 1731
v/s Ratio Prot c0.08 0.02 c0.01 0.00 c0.04 0.14 0.02 c0.41 v/s Ratio Perm
v/c Ratio 0.62 0.14 0.28 0.09 0.66 0.27 0.54 0.82
Uniform Delay, d1 39.3 36.7 44.1 43.7 43.8 12.7 45.1 20.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 0.3 1.8 0.5 13.7 0.4 8.1 4.4
Delay (s) 44.1 37.0 45.9 44.2 57.5 13.0 53.1 24.6
Level of Service D D D D E B D C
Approach Delay (s) 40.9 45.4 18.7 25.4
Approach LOS D D B C
Intersection Summary
HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 95.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 32: Twin Oaks Valley Rd. & Borden Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 263 213 205 496 84 139 414 106 65 707 227 Future Volume (veh/h) 48 263 213 205 496 84 139 414 106 65 707 227 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 52 286 232 223 539 91 151 450 115 71 768 247 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 95 374 294 219 775 130 161 1408 628 122 1330 593 Arrive On Green 0.05 0.20 0.20 0.12 0.25 0.25 0.09 0.40 0.40 0.07 0.37 0.37 Sat Flow, veh/h 1781 1891 1489 1781 3043 512 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 52 268 250 223 314 316 151 450 115 71 768 247 Grp Sat Flow(s),veh/h/ln 1781 1777 1602 1781 1777 1778 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 2.9 14.4 15.0 12.4 16.2 16.3 8.5 8.8 4.8 3.9 17.4 11.7 Cycle Q Clear(g_c), s 2.9 14.4 15.0 12.4 16.2 16.3 8.5 8.8 4.8 3.9 17.4 11.7 Prop In Lane 1.00 0.93 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 95 351 317 219 452 453 161 1408 628 122 1330 593 V/C Ratio(X) 0.55 0.76 0.79 1.02 0.69 0.70 0.94 0.32 0.18 0.58 0.58 0.42 Avail Cap(c_a), veh/h 157 598 540 219 642 643 161 1408 628 141 1330 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 38.3 38.5 44.3 34.1 34.1 45.7 21.1 19.9 45.6 25.2 23.4 Incr Delay (d2), s/veh 4.9 3.5 4.4 66.0 1.9 2.0 53.6 0.6 0.6 4.4 1.8 2.1 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 1.4 6.5 6.2 9.4 7.1 7.2 6.1 3.7 1.9 1.9 7.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.5 41.7 42.9 110.2 36.0 36.1 99.2 21.7 20.5 50.1 27.0 25.6 LnGrp LOS D D D F D D F C C D C C
Approach Vol, veh/h 570 853 716 1086
Approach Delay, s/veh 43.1 55.4 37.8 28.2
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.8 46.1 17.0 26.1 14.0 43.9 11.3 31.8 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 8 * 39 12.4 * 34 * 9.1 * 38 8.9 * 37 Max Q Clear Time (g_c+I1), s 5.9 10.8 14.4 17.0 10.5 19.4 4.9 18.3 Green Ext Time (p_c), s 0.0 3.6 0.0 3.0 0.0 6.1 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 40.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 33: Barham Dr. & June Way 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 450 761 53 14 6
Future Volume (veh/h) 16 450 761 53 14 6
Initial Q (Qb), veh 0 0 0 0 0 0
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 17 489 827 58 15 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 519 1720 1197 534 787 701
Arrive On Green 0.34 0.34 0.34 0.34 0.44 0.44
Sat Flow, veh/h 1218 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 17 489 827 58 15 7
Grp Sat Flow(s),veh/h/ln 609 1702 1777 1585 1781 1585
Q Serve(g_s), s 0.5 2.9 8.2 1.0 0.2 0.1
Cycle Q Clear(g_c), s 8.7 2.9 8.2 1.0 0.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 519 1720 1197 534 787 701
V/C Ratio(X) 0.03 0.28 0.69 0.11 0.02 0.01
Avail Cap(c_a), veh/h 647 2257 1571 701 787 701
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.4 9.9 11.7 9.3 6.4 6.4
Incr Delay (d2), s/veh 0.0 0.1 0.9 0.1 0.0 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 0.1 0.8 2.6 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.4 10.0 12.5 9.4 6.4 6.4
LnGrp LOS B A B A A A
Approach Vol, veh/h 506 885 22
Approach Delay, s/veh 10.2 12.3 6.4
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 18.2 22.5 18.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.7 2.2 10.2
Green Ext Time (p_c), s 2.0 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 34: Campus Wy. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 262 227 162 480 16 44 15 23 3 24 30 Future Volume (veh/h) 16 262 227 162 480 16 44 15 23 3 24 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 17 285 247 176 522 17 48 16 25 3 26 33 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 53 935 436 259 1137 507 222 256 400 14 616 522 Arrive On Green 0.03 0.27 0.27 0.07 0.32 0.32 0.06 0.39 0.39 0.01 0.33 0.33 Sat Flow, veh/h 1781 3404 1585 3456 3554 1585 3456 658 1028 1781 1870 1585 Grp Volume(v), veh/h 17 285 247 176 522 17 48 0 41 3 26 33 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1728 0 1685 1781 1870 1585 Q Serve(g_s), s 1.0 7.0 14.2 5.3 12.4 0.8 1.4 0.0 1.6 0.2 1.0 1.5 Cycle Q Clear(g_c), s 1.0 7.0 14.2 5.3 12.4 0.8 1.4 0.0 1.6 0.2 1.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 53 935 436 259 1137 507 222 0 656 14 616 522 V/C Ratio(X) 0.32 0.30 0.57 0.68 0.46 0.03 0.22 0.00 0.06 0.21 0.04 0.06 Avail Cap(c_a), veh/h 134 935 436 309 1137 507 293 0 656 168 616 522 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 30.5 33.1 47.9 28.8 24.8 47.2 0.0 20.3 52.4 24.2 24.4 Incr Delay (d2), s/veh 3.4 0.8 5.3 4.7 1.3 0.1 0.5 0.0 0.2 7.2 0.1 0.2 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 0.5 3.0 6.1 2.4 5.5 0.3 0.6 0.0 0.7 0.1 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.9 31.3 38.4 52.6 30.1 25.0 47.7 0.0 20.5 59.6 24.4 24.6 LnGrp LOS D C D D C C D A C E C C
Approach Vol, veh/h 549 715 89 62
Approach Delay, s/veh 35.2 35.5 35.2 26.2
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 36.0 13.8 42.0 9.7 40.8 7.4 48.4 Change Period (Y+Rc), s 6.5 6.8 7.0 7.0 6.5 6.8 6.6 * 7 Max Green Setting (Gmax), s 9.5 29.2 9.0 35.0 8.0 30.7 10.0 * 36 Max Q Clear Time (g_c+I1), s 7.3 16.2 3.4 3.5 3.0 14.4 2.2 3.6 Green Ext Time (p_c), s 0.1 2.9 0.0 0.2 0.0 3.2 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 35: La Moree Rd. & Barham Dr. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 180 101 335 483 14 174 5 105 11 1 3 Future Volume (vph) 9 180 101 335 483 14 174 5 105 11 1 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.97
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.96 Satd. Flow (prot) 1770 3539 1583 1770 3524 1681 1689 1583 1750 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3524 1681 1689 1583 1816 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 10 196 110 364 525 15 189 5 114 12 1 3
RTOR Reduction (vph) 0 0 69 0 1 0 0 0 100 0 3 0
Lane Group Flow (vph) 10 196 41 364 539 0 96 98 14 0 13 0 Turn Type Prot NA Perm Prot NA Split NA Perm Perm NA
Protected Phases 5 2 1 6 7 7 8
Permitted Phases 2 7 8
Actuated Green, G (s) 1.2 32.4 32.4 21.2 53.4 10.5 10.5 10.5 1.3 Effective Green, g (s) 1.2 32.4 32.4 21.2 53.4 10.5 10.5 10.5 1.3 Actuated g/C Ratio 0.01 0.37 0.37 0.25 0.62 0.12 0.12 0.12 0.02 Clearance Time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 24 1327 593 434 2178 204 205 192 27
v/s Ratio Prot 0.01 0.06 c0.21 c0.15 0.06 c0.06
v/s Ratio Perm 0.03 0.01 c0.01
v/c Ratio 0.42 0.15 0.07 0.84 0.25 0.47 0.48 0.07 0.48
Uniform Delay, d1 42.3 17.9 17.3 31.0 7.4 35.4 35.4 33.6 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 0.2 0.2 13.3 0.3 1.7 1.8 0.2 13.0 Delay (s) 53.6 18.1 17.6 44.2 7.7 37.1 37.2 33.8 55.2
Level of Service D B B D A D D C E
Approach Delay (s) 19.0 22.4 35.9 55.2
Approach LOS B C D E
Intersection Summary
HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 86.4 Sum of lost time (s) 21.0 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project AM 36: Barham Dr. & SR-78 EB Off Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 334 0 0 759 0 0 0 0 424 0 40
Future Volume (vph) 0 334 0 0 759 0 0 0 0 424 0 40
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3539 3539 1770 1583
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3539 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 363 0 0 825 0 0 0 0 461 0 43
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 21
Lane Group Flow (vph) 0 363 0 0 825 0 0 0 0 461 0 22
Turn Type NA NA Perm Perm Prot Perm
Protected Phases 4 8 6
Permitted Phases 2 2 6
Actuated Green, G (s) 21.5 21.5 31.7 31.7
Effective Green, g (s) 21.5 21.5 31.7 31.7
Actuated g/C Ratio 0.35 0.35 0.51 0.51
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1223 1223 902 806
v/s Ratio Prot 0.10 c0.23 c0.26
v/s Ratio Perm 0.01
v/c Ratio 0.30 0.67 0.51 0.03
Uniform Delay, d1 14.8 17.4 10.1 7.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.5 2.1 0.1
Delay (s) 15.0 18.9 12.2 7.6
Level of Service B B B A
Approach Delay (s) 15.0 18.9 0.0 11.8
Approach LOS B B A B
Intersection Summary
HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 62.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project AM 37: Barham Dr. & Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 284 525 302 189 165 456
Future Volume (veh/h) 284 525 302 189 165 456
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900
Adj Flow Rate, veh/h 309 571 328 205 179 496
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 0
Cap, veh/h 350 1944 931 415 458 414
Arrive On Green 0.20 0.55 0.26 0.26 0.26 0.26
Sat Flow, veh/h 1781 3647 3647 1585 1781 1610
Grp Volume(v), veh/h 309 571 328 205 179 496
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1781 1610
Q Serve(g_s), s 11.8 6.1 5.3 7.7 5.8 18.0
Cycle Q Clear(g_c), s 11.8 6.1 5.3 7.7 5.8 18.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 1944 931 415 458 414
V/C Ratio(X) 0.88 0.29 0.35 0.49 0.39 1.20
Avail Cap(c_a), veh/h 351 1944 931 415 458 414
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.3 8.6 21.0 21.9 21.5 26.0
Incr Delay (d2), s/veh 22.0 0.4 1.0 4.2 0.5 110.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.9 2.1 2.2 7.4 2.4 26.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 8.9 22.1 26.1 22.0 136.3
LnGrp LOS D A C C C F
Approach Vol, veh/h 880 533 675
Approach Delay, s/veh 23.1 23.6 106.0
Approach LOS C C F
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 45.3 24.7 20.0 25.3
Change Period (Y+Rc), s * 7 6.7 * 6.2 * 7
Max Green Setting (Gmax), s * 38 18.0 * 14 * 18
Max Q Clear Time (g_c+I1), s 8.1 20.0 13.8 9.7
Green Ext Time (p_c), s 4.2 0.0 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project AM 38: La Moree Rd. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 657 42 112 379 70 101
Future Volume (veh/h) 657 42 112 379 70 101
Initial Q (Qb), veh 0 0 0 0 0 0
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 714 46 122 412 76 110
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1299 84 169 1997 450 400
Arrive On Green 0.38 0.38 0.09 0.56 0.25 0.25
Sat Flow, veh/h 3483 218 1781 3647 1781 1585
Grp Volume(v), veh/h 374 386 122 412 76 110
Grp Sat Flow(s),veh/h/ln 1777 1831 1781 1777 1781 1585
Q Serve(g_s), s 10.8 10.8 4.4 3.8 2.2 3.7
Cycle Q Clear(g_c), s 10.8 10.8 4.4 3.8 2.2 3.7
Prop In Lane 0.12 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 681 702 169 1997 450 400
V/C Ratio(X) 0.55 0.55 0.72 0.21 0.17 0.27
Avail Cap(c_a), veh/h 681 702 284 2227 450 400
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.8 15.8 28.9 7.1 19.2 19.7
Incr Delay (d2), s/veh 3.2 3.1 5.7 0.1 0.8 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 4.7 2.1 1.2 1.0 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 18.9 34.6 7.2 20.0 21.4
LnGrp LOS B B C A B C
Approach Vol, veh/h 760 534 186
Approach Delay, s/veh 19.0 13.4 20.8
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.7 31.5 43.2 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 10.5 25.2 41.2 16.6
Max Q Clear Time (g_c+I1), s 6.4 12.8 5.8 5.7
Green Ext Time (p_c), s 0.1 3.9 3.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project AM 39: Barham Dr. & SR-78 EB On Ramp 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 350 426 491 8 0 0
Future Volume (veh/h) 350 426 491 8 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 380 463 534 9
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1012 2652 2669 45
Arrive On Green 0.75 0.75 0.75 0.75
Sat Flow, veh/h 863 3647 3670 60
Grp Volume(v), veh/h 380 463 265 278
Grp Sat Flow(s),veh/h/ln 863 1777 1777 1860
Q Serve(g_s), s 4.2 0.7 0.8 0.8
Cycle Q Clear(g_c), s 5.0 0.7 0.8 0.8
Prop In Lane 1.00 0.03
Lane Grp Cap(c), veh/h 1012 2652 1326 1388
V/C Ratio(X) 0.38 0.17 0.20 0.20
Avail Cap(c_a), veh/h 2095 7113 3556 3722
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 1.4 0.7 0.7 0.7
Incr Delay (d2), s/veh 0.2 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.6 0.7 0.7 0.7
LnGrp LOS A A A A
Approach Vol, veh/h 843 543
Approach Delay, s/veh 1.1 0.7
Approach LOS A A
Timer - Assigned Phs 4 8
Phs Duration (G+Y+Rc), s 17.7 17.7
Change Period (Y+Rc), s 4.5 4.5
Max Green Setting (Gmax), s 35.5 35.5
Max Q Clear Time (g_c+I1), s 7.0 2.8
Green Ext Time (p_c), s 6.3 3.6
Intersection Summary
HCM 6th Ctrl Delay 1.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2035 Without Project PM 1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 1592 1008 164 1053 44 407 13 78 60 8 39 Future Volume (veh/h) 66 1592 1008 164 1053 44 407 13 78 60 8 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1730 0 178 1145 48 442 14 85 65 9 42 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 219 2402 173 2467 103 426 48 294 237 44 206
Arrive On Green 0.06 0.68 0.00 0.10 0.71 0.71 0.12 0.21 0.21 0.07 0.15 0.15 Sat Flow, veh/h 3456 3554 1585 1781 3475 146 3456 229 1391 3456 287 1341 Grp Volume(v), veh/h 72 1730 0 178 585 608 442 0 99 65 0 51 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1844 1728 0 1620 1728 0 1629 Q Serve(g_s), s 3.0 46.1 0.0 14.6 21.4 21.4 18.5 0.0 7.7 2.7 0.0 4.1 Cycle Q Clear(g_c), s 3.0 46.1 0.0 14.6 21.4 21.4 18.5 0.0 7.7 2.7 0.0 4.1 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.86 1.00 0.82
Lane Grp Cap(c), veh/h 219 2402 173 1262 1309 426 0 343 237 0 250 V/C Ratio(X) 0.33 0.72 1.03 0.46 0.46 1.04 0.00 0.29 0.27 0.00 0.20 Avail Cap(c_a), veh/h 230 2402 173 1262 1309 426 0 343 253 0 250 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.2 15.3 0.0 67.7 9.4 9.4 65.8 0.0 49.7 66.3 0.0 55.5 Incr Delay (d2), s/veh 0.9 1.9 0.0 75.5 1.2 1.2 53.5 0.0 2.1 0.6 0.0 1.8 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 1.4 18.5 0.0 10.3 8.5 8.8 11.3 0.0 3.4 1.2 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 17.2 0.0 143.2 10.6 10.6 119.3 0.0 51.8 67.0 0.0 57.3 LnGrp LOS E B F B B F A D E A E
Approach Vol, veh/h 1802 A 1371 541 116
Approach Delay, s/veh 19.3 27.8 106.9 62.7
Approach LOS B C F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.1 109.4 16.3 38.2 16.0 114.5 25.0 29.5 Change Period (Y+Rc), s 6.5 * 7 6.0 6.5 6.5 7.0 6.5 * 6.5 Max Green Setting (Gmax), s 14.6 * 68 11.0 30.5 10.0 72.5 18.5 * 23 Max Q Clear Time (g_c+I1), s 16.6 48.1 4.7 9.7 5.0 23.4 20.5 6.1 Green Ext Time (p_c), s 0.0 13.7 0.1 0.5 0.1 11.0 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th TWSC 2035 Without Project PM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 535 55 17 1047 59
Future Vol, veh/h 0 535 55 17 1047 59
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 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 0 582 60 18 1138 64
Major/Minor Minor2 Major2
Conflicting Flow All 2340 64 0 0
Stage 1 2340 - - -
Stage 2 0 - - -
Critical Hdwy 6.52 6.22 4.12 -
Critical Hdwy Stg 1 5.52 - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy 4.018 3.318 2.218 -
Pot Cap-1 Maneuver ~ 36 1000 - -
Stage 1 70 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 1000 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 8.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 1000 - -
HCM Lane V/C Ratio 0.078 - -
HCM Control Delay (s) 8.9 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 2035 Without Project PM 3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1039 10 39 535 242 17 88 88 464 92 85 Future Volume (veh/h) 42 1039 10 39 535 242 17 88 88 464 92 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 46 1129 11 42 582 263 18 96 96 504 100 92 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 103 1501 15 97 983 444 37 175 148 600 221 203 Arrive On Green 0.06 0.42 0.42 0.05 0.41 0.41 0.02 0.09 0.09 0.17 0.25 0.25 Sat Flow, veh/h 1781 3606 35 1781 2380 1074 1781 1870 1585 3456 897 825 Grp Volume(v), veh/h 46 556 584 42 434 411 18 96 96 504 0 192 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1677 1781 1870 1585 1728 0 1722 Q Serve(g_s), s 1.9 19.9 19.9 1.7 14.2 14.2 0.7 3.7 4.4 10.6 0.0 7.1 Cycle Q Clear(g_c), s 1.9 19.9 19.9 1.7 14.2 14.2 0.7 3.7 4.4 10.6 0.0 7.1 Prop In Lane 1.00 0.02 1.00 0.64 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 103 740 776 97 734 693 37 175 148 600 0 424 V/C Ratio(X) 0.45 0.75 0.75 0.43 0.59 0.59 0.48 0.55 0.65 0.84 0.00 0.45 Avail Cap(c_a), veh/h 167 740 776 167 734 693 119 450 382 670 0 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 18.5 18.5 34.2 17.0 17.1 36.2 32.4 32.7 29.9 0.0 23.9 Incr Delay (d2), s/veh 3.0 6.9 6.6 3.0 3.5 3.7 9.5 2.7 4.7 8.6 0.0 0.8 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 0.9 8.9 9.3 0.8 6.1 5.8 0.4 1.7 1.8 4.9 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.1 25.5 25.2 37.3 20.5 20.8 45.7 35.0 37.4 38.5 0.0 24.7 LnGrp LOS D C C D C C D D D D A C
Approach Vol, veh/h 1186 887 210 696
Approach Delay, s/veh 25.8 21.4 37.0 34.7
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 36.5 6.1 23.5 8.9 36.3 17.5 12.1 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 30.9 5.0 * 28 7.0 30.9 14.5 18.0 Max Q Clear Time (g_c+I1), s 3.7 21.9 2.7 9.1 3.9 16.2 12.6 6.4 Green Ext Time (p_c), s 0.0 4.8 0.0 1.0 0.0 4.9 0.4 0.6 Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 4: Discovery St. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 175 1325 650 434 507 140
Future Volume (veh/h) 175 1325 650 434 507 140
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900
Adj Flow Rate, veh/h 190 1440 707 472 551 152
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 179 1751 1007 669 574 158
Arrive On Green 0.49 0.49 0.49 0.49 0.42 0.42
Sat Flow, veh/h 476 3647 2138 1358 1379 381
Grp Volume(v), veh/h 190 1440 614 565 704 0
Grp Sat Flow(s),veh/h/ln 476 1777 1777 1626 1763 0
Q Serve(g_s), s 21.9 34.0 26.4 26.6 38.2 0.0
Cycle Q Clear(g_c), s 48.5 34.0 26.4 26.6 38.2 0.0
Prop In Lane 1.00 0.84 0.78 0.22
Lane Grp Cap(c), veh/h 179 1751 875 801 733 0
V/C Ratio(X) 1.06 0.82 0.70 0.71 0.96 0.00
Avail Cap(c_a), veh/h 179 1751 875 801 761 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 42.8 21.3 19.4 19.4 28.0 0.0
Incr Delay (d2), s/veh 84.7 3.3 2.5 2.8 22.9 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 8.6 14.1 10.9 10.1 20.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 127.5 24.6 21.9 22.3 50.9 0.0
LnGrp LOS F C C C D A
Approach Vol, veh/h 1630 1179 704
Approach Delay, s/veh 36.6 22.1 50.9
Approach LOS D C D
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 53.0 45.5 53.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 42.5 48.5
Max Q Clear Time (g_c+I1), s 50.5 40.2 28.6
Green Ext Time (p_c), s 0.0 0.7 8.5
Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2035 Without Project PM 5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 185 46 349 170 27 390
Future Volume (veh/h) 185 46 349 170 27 390
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900 1870 1870 1870 1870
Adj Flow Rate, veh/h 201 50 379 185 29 424
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 2 2 2 2
Cap, veh/h 276 69 545 266 170 809
Arrive On Green 0.20 0.20 0.46 0.46 0.46 0.46
Sat Flow, veh/h 1409 350 1187 579 49 1762
Grp Volume(v), veh/h 252 0 0 564 453 0
Grp Sat Flow(s),veh/h/ln 1766 0 0 1766 1811 0
Q Serve(g_s), s 3.5 0.0 0.0 6.6 0.0 0.0
Cycle Q Clear(g_c), s 3.5 0.0 0.0 6.6 4.5 0.0
Prop In Lane 0.80 0.20 0.33 0.06
Lane Grp Cap(c), veh/h 346 0 0 811 978 0
V/C Ratio(X) 0.73 0.00 0.00 0.70 0.46 0.00
Avail Cap(c_a), veh/h 1220 0 0 1558 1713 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 9.8 0.0 0.0 5.6 5.0 0.0
Incr Delay (d2), s/veh 3.0 0.0 0.0 1.1 0.3 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 1.1 0.0 0.0 1.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 0.0 0.0 6.7 5.4 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 252 564 453
Approach Delay, s/veh 12.8 6.7 5.4
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 16.5 16.5 9.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 8.6 6.5 5.5
Green Ext Time (p_c), s 3.4 2.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 6: Via Vera Cruz & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 983 98 165 1053 146 65 186 31 146 436 32 Future Volume (veh/h) 73 983 98 165 1053 146 65 186 31 146 436 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 79 1068 107 179 1145 159 71 202 34 159 474 35 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 100 1292 576 206 1326 184 91 661 109 186 905 67 Arrive On Green 0.06 0.36 0.36 0.12 0.42 0.42 0.05 0.22 0.22 0.10 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3135 434 1781 3051 505 1781 3356 247 Grp Volume(v), veh/h 79 1068 107 179 648 656 71 116 120 159 250 259 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1792 1781 1777 1779 1781 1777 1826 Q Serve(g_s), s 5.3 32.8 5.5 11.9 39.7 40.0 4.7 6.6 6.8 10.5 14.4 14.5 Cycle Q Clear(g_c), s 5.3 32.8 5.5 11.9 39.7 40.0 4.7 6.6 6.8 10.5 14.4 14.5 Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.28 1.00 0.14
Lane Grp Cap(c), veh/h 100 1292 576 206 751 758 91 385 386 186 479 493 V/C Ratio(X) 0.79 0.83 0.19 0.87 0.86 0.87 0.78 0.30 0.31 0.86 0.52 0.52 Avail Cap(c_a), veh/h 111 1292 576 215 751 758 154 385 386 200 479 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 34.7 26.1 52.2 31.4 31.5 56.3 39.4 39.5 52.9 37.2 37.3 Incr Delay (d2), s/veh 28.3 6.2 0.7 28.9 12.4 12.7 13.4 2.0 2.1 27.4 4.0 4.0 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 3.1 15.1 2.2 6.9 19.3 19.6 2.5 3.1 3.2 6.1 6.8 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.3 40.9 26.8 81.1 43.9 44.2 69.6 41.4 41.6 80.3 41.3 41.2 LnGrp LOS F D C F D D E D D F D D
Approach Vol, veh/h 1254 1483 307 668
Approach Delay, s/veh 42.4 48.5 48.0 50.5
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.4 50.1 10.6 38.9 13.2 57.3 17.0 32.5 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 14.5 42.0 10.4 29.1 7.5 49.0 13.5 26.0 Max Q Clear Time (g_c+I1), s 13.9 34.8 6.7 16.5 7.3 42.0 12.5 8.8 Green Ext Time (p_c), s 0.0 4.3 0.0 2.5 0.0 4.5 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 46.8
HCM 6th LOS D
HCM 6th Signalized Intersection Summary 2035 Without Project PM 7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 1293 52 138 895 76 73 151 196 113 209 46 Future Volume (veh/h) 41 1293 52 138 895 76 73 151 196 113 209 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 45 1405 57 150 973 83 79 164 213 123 227 50 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 60 1561 63 172 1816 810 98 375 318 144 341 75 Arrive On Green 0.03 0.45 0.45 0.10 0.51 0.51 0.06 0.20 0.20 0.08 0.23 0.23 Sat Flow, veh/h 1781 3481 141 1781 3554 1585 1781 1870 1585 1781 1485 327 Grp Volume(v), veh/h 45 716 746 150 973 83 79 164 213 123 0 277 Grp Sat Flow(s),veh/h/ln 1781 1777 1845 1781 1777 1585 1781 1870 1585 1781 0 1812 Q Serve(g_s), s 3.8 55.8 56.2 12.5 27.7 4.1 6.6 11.5 18.6 10.2 0.0 20.8 Cycle Q Clear(g_c), s 3.8 55.8 56.2 12.5 27.7 4.1 6.6 11.5 18.6 10.2 0.0 20.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 60 797 827 172 1816 810 98 375 318 144 0 417 V/C Ratio(X) 0.75 0.90 0.90 0.87 0.54 0.10 0.80 0.44 0.67 0.85 0.00 0.66 Avail Cap(c_a), veh/h 113 797 827 184 1816 810 107 375 318 148 0 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.8 38.2 38.3 66.9 24.7 18.9 70.1 52.5 55.4 68.0 0.0 52.5 Incr Delay (d2), s/veh 16.5 15.1 14.9 32.5 1.1 0.3 32.6 3.7 10.7 34.5 0.0 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 27.4 28.6 7.2 12.0 1.6 3.9 5.8 8.4 6.1 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.4 53.3 53.2 99.4 25.8 19.2 102.7 56.2 66.0 102.6 0.0 60.6 LnGrp LOS F D D F C B F E E F A E
Approach Vol, veh/h 1507 1206 456 400
Approach Delay, s/veh 54.3 34.5 68.9 73.5
Approach LOS D C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 73.3 14.3 41.5 11.6 82.7 18.7 37.1 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 15.5 66.0 9.0 * 35 9.5 72.0 12.5 30.0 Max Q Clear Time (g_c+I1), s 14.5 58.2 8.6 22.8 5.8 29.7 12.2 20.6 Green Ext Time (p_c), s 0.0 5.5 0.0 1.2 0.0 9.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 51.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 1315 130 448 1145 165 120 121 258 635 224 26 Future Volume (veh/h) 28 1315 130 448 1145 165 120 121 258 635 224 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 30 1429 108 487 1245 179 130 132 280 690 243 28 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 66 1534 116 510 1817 907 284 295 484 748 938 107 Arrive On Green 0.04 0.25 0.25 0.15 0.36 0.36 0.08 0.16 0.16 0.22 0.29 0.29 Sat Flow, veh/h 1781 6148 464 3456 5106 1585 3456 1870 1585 3456 3215 367 Grp Volume(v), veh/h 30 1121 416 487 1245 179 130 132 280 690 133 138 Grp Sat Flow(s),veh/h/ln 1781 1609 1787 1728 1702 1585 1728 1870 1585 1728 1777 1804 Q Serve(g_s), s 2.0 27.3 27.3 16.8 24.9 6.5 4.3 7.7 17.9 23.5 6.9 7.0 Cycle Q Clear(g_c), s 2.0 27.3 27.3 16.8 24.9 6.5 4.3 7.7 17.9 23.5 6.9 7.0 Prop In Lane 1.00 0.26 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 66 1204 446 510 1817 907 284 295 484 748 518 526 V/C Ratio(X) 0.46 0.93 0.93 0.96 0.69 0.20 0.46 0.45 0.58 0.92 0.26 0.26 Avail Cap(c_a), veh/h 104 1204 446 510 1817 907 288 295 484 778 518 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.6 44.0 44.1 50.8 32.9 12.4 52.5 45.8 35.2 46.0 32.5 32.6 Incr Delay (d2), s/veh 4.9 14.0 28.8 28.9 2.1 0.5 1.1 4.9 5.0 16.2 1.2 1.2 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 1.0 12.3 15.6 9.3 10.5 0.1 1.9 4.0 7.6 11.7 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 58.0 72.9 79.6 35.0 12.9 53.7 50.7 40.2 62.2 33.7 33.8 LnGrp LOS E E E E D B D D D E C C
Approach Vol, veh/h 1567 1911 542 961
Approach Delay, s/veh 62.0 44.3 46.0 54.2
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.2 36.9 16.9 42.0 11.4 49.7 33.0 25.9 Change Period (Y+Rc), s 6.5 7.0 7.0 7.0 7.0 * 7 7.0 7.0 Max Green Setting (Gmax), s 17.7 29.8 10.0 35.0 7.0 * 41 27.0 18.0 Max Q Clear Time (g_c+I1), s 18.8 29.3 6.3 9.0 4.0 26.9 25.5 19.9 Green Ext Time (p_c), s 0.0 0.4 0.1 1.6 0.0 7.8 0.5 0.0 Intersection Summary
HCM 6th Ctrl Delay 52.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 9: San Marcos Blvd. & SR-78 EB Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1356 1139 185 1776 0 0 0 0 115 0 63 Future Volume (veh/h) 0 1356 1139 185 1776 0 0 0 0 115 0 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1474 1238 201 1930 0 125 0 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 2308 1261 379 3429 0 375 0 172
Arrive On Green 0.00 0.45 0.45 0.11 0.67 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 5274 2790 3456 5274 0 3456 0 1585
Grp Volume(v), veh/h 0 1474 1238 201 1930 0 125 0 68
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 9.1 17.9 2.3 8.2 0.0 1.4 0.0 1.6
Cycle Q Clear(g_c), s 0.0 9.1 17.9 2.3 8.2 0.0 1.4 0.0 1.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2308 1261 379 3429 0 375 0 172 V/C Ratio(X) 0.00 0.64 0.98 0.53 0.56 0.00 0.33 0.00 0.40 Avail Cap(c_a), veh/h 0 2308 1261 464 3555 0 633 0 290
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.6 11.1 17.2 3.5 0.0 16.9 0.0 17.0 Incr Delay (d2), s/veh 0.0 0.6 21.0 1.2 0.2 0.0 0.5 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.4 7.4 0.8 0.9 0.0 0.5 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.2 32.1 18.4 3.7 0.0 17.4 0.0 18.5 LnGrp LOS A A C B A A B A B
Approach Vol, veh/h 2712 2131 193
Approach Delay, s/veh 19.7 5.1 17.8
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.0 23.0 8.9 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.5 7.5 28.5
Max Q Clear Time (g_c+I1), s 4.3 19.9 3.6 10.2
Green Ext Time (p_c), s 0.1 0.0 0.2 13.4
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 304 866 134 0 956 110 876 265 45 124 0 436 Future Volume (veh/h) 304 866 134 0 956 110 876 265 45 124 0 436 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 330 941 0 0 1039 120 952 288 49 135 0 474 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 0 2 2 2 2 2 2 0 2
Cap, veh/h 392 1381 0 1158 360 1036 1134 191 168 0 0
Arrive On Green 0.11 0.39 0.00 0.00 0.23 0.23 0.30 0.37 0.37 0.09 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3044 511 1781 135 Grp Volume(v), veh/h 330 941 0 0 1039 120 952 167 170 135 50.0 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1778 1781 D Q Serve(g_s), s 8.7 20.6 0.0 0.0 18.4 5.9 24.9 6.1 6.2 6.9 Cycle Q Clear(g_c), s 8.7 20.6 0.0 0.0 18.4 5.9 24.9 6.1 6.2 6.9 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 392 1381 0 1158 360 1036 662 663 168 V/C Ratio(X) 0.84 0.68 0.00 0.90 0.33 0.92 0.25 0.26 0.80 Avail Cap(c_a), veh/h 392 1392 0 1175 365 1091 662 663 288 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 23.8 0.0 0.0 35.1 30.2 31.6 20.3 20.3 41.4 Incr Delay (d2), s/veh 15.1 1.4 0.0 0.0 9.2 0.5 11.9 0.9 0.9 8.6 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 %ile BackOfQ(50%),veh/ln 4.5 8.6 0.0 0.0 8.5 0.1 11.8 2.6 2.7 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.7 25.1 0.0 0.0 44.3 30.7 43.5 21.2 21.3 50.0 LnGrp LOS E C A D C D C C D
Approach Vol, veh/h 1271 A 1159 1289
Approach Delay, s/veh 33.1 42.9 37.7
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 13.3 39.3 40.8 32.5 15.1 25.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.1 34.8 36.6 29.5 10.6 21.5 Max Q Clear Time (g_c+I1), s 8.9 8.2 22.6 26.9 10.7 20.4 Green Ext Time (p_c), s 0.2 2.0 5.7 1.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 38.1
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2035 Without Project PM
11: San Marcos Blvd. & Westlake Dr. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 72 1165 878 61 10 45
Future Vol, veh/h 72 1165 878 61 10 45
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 - - - 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 78 1266 954 66 11 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1020 0 - 0 1776 510
Stage 1 - - - - 987 -
Stage 2 - - - - 789 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 676 - - - 74 509
Stage 1 - - - - 322 -
Stage 2 - - - - 408 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 676 - - - 65 509
Mov Cap-2 Maneuver - - - - 65 -
Stage 1 - - - - 285 -
Stage 2 - - - - 408 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 26.4

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 676 - - - 227
HCM Lane V/C Ratio 0.116 - - - 0.263
HCM Control Delay (s) 11 - - - 26.4
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.4 - - - 1
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 12: San Marcos Blvd. & Pico Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 123 1082 40 0 811 161 8 9 4 209 10 100 Future Volume (vph) 123 1082 40 0 811 161 8 9 4 209 10 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1583 1820 1583 1778 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.29 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 536 1583 1345 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 134 1176 43 0 882 175 9 10 4 227 11 109 RTOR Reduction (vph) 0 0 23 0 0 114 0 0 3 0 0 83
Lane Group Flow (vph) 134 1176 20 0 882 61 0 19 1 0 238 26 Turn Type Prot NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 6 3 4
Permitted Phases 2 6 3 3 4 4
Actuated Green, G (s) 13.0 61.5 61.5 42.5 42.5 18.0 18.0 31.5 31.5 Effective Green, g (s) 13.0 61.5 61.5 42.5 42.5 18.0 18.0 31.5 31.5 Actuated g/C Ratio 0.10 0.47 0.47 0.33 0.33 0.14 0.14 0.24 0.24 Clearance Time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 177 1674 748 1156 517 74 219 325 383 v/s Ratio Prot 0.08 c0.33 c0.25
v/s Ratio Perm 0.01 0.04 c0.04 0.00 c0.18 0.02
v/c Ratio 0.76 0.70 0.03 0.76 0.12 0.26 0.00 0.73 0.07
Uniform Delay, d1 57.0 27.0 18.3 39.2 30.6 50.0 48.3 45.4 38.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.8 2.5 0.1 4.8 0.5 8.2 0.0 13.6 0.3 Delay (s) 73.7 29.5 18.3 44.0 31.1 58.2 48.3 59.0 38.3
Level of Service E C B D C E D E D
Approach Delay (s) 33.5 41.9 56.5 52.5
Approach LOS C D E D
Intersection Summary
HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 13: Craven Rd. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1222 609 16 371 713 43
Future Volume (veh/h) 1222 609 16 371 713 43
Initial Q (Qb), veh 0 0 0 0 0 0
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 1328 662 17 403 775 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1138 523 90 1710 724 644
Arrive On Green 0.48 0.48 0.48 0.48 0.41 0.41
Sat Flow, veh/h 2459 1086 217 3647 1781 1585
Grp Volume(v), veh/h 969 1021 17 403 775 47
Grp Sat Flow(s),veh/h/ln 1777 1675 217 1777 1781 1585
Q Serve(g_s), s 38.5 38.5 0.0 5.3 32.5 1.5
Cycle Q Clear(g_c), s 38.5 38.5 38.5 5.3 32.5 1.5
Prop In Lane 0.65 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 855 806 90 1710 724 644
V/C Ratio(X) 1.13 1.27 0.19 0.24 1.07 0.07
Avail Cap(c_a), veh/h 855 806 90 1710 724 644
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.8 20.8 40.0 12.1 23.8 14.5
Incr Delay (d2), s/veh 74.6 129.6 1.0 0.1 54.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 31.9 42.4 0.4 2.0 23.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.3 150.3 41.0 12.2 77.8 14.8
LnGrp LOS F F D B F B
Approach Vol, veh/h 1990 420 822
Approach Delay, s/veh 123.5 13.4 74.2
Approach LOS F B E
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 37.0 43.0 43.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 38.5 38.5
Max Q Clear Time (g_c+I1), s 34.5 40.5 40.5
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 96.7
HCM 6th LOS F
HCM 6th Signalized Intersection Summary 2035 Without Project PM 14: Discovery St. & Grand Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1226 60 20 341 0 10 0 25 0 0 0 Future Volume (veh/h) 0 1226 60 20 341 0 10 0 25 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1333 65 22 371 0 11 0 27 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 2 1843 90 44 2210 0 148 31 281 100 472 0
Arrive On Green 0.00 0.53 0.53 0.02 0.62 0.00 0.25 0.00 0.25 0.00 0.00 0.00 Sat Flow, veh/h 1781 3449 168 1781 3647 0 329 124 1112 1383 1870 0 Grp Volume(v), veh/h 0 686 712 22 371 0 38 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1840 1781 1777 0 1565 0 0 1383 1870 0 Q Serve(g_s), s 0.0 21.0 21.1 0.9 3.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 21.0 21.1 0.9 3.2 0.0 1.3 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.00 0.29 0.71 1.00 0.00
Lane Grp Cap(c), veh/h 2 949 983 44 2210 0 460 0 0 100 472 0 V/C Ratio(X) 0.00 0.72 0.72 0.50 0.17 0.00 0.08 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 124 949 983 127 2210 0 460 0 0 100 472 0 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.7 12.7 34.5 5.7 0.0 20.5 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.7 4.6 8.5 0.2 0.0 0.4 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.4 8.7 0.5 1.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 17.3 43.0 5.9 0.0 20.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B B D A A C A A A A A
Approach Vol, veh/h 1398 393 38 0
Approach Delay, s/veh 17.4 8.0 20.8 0.0
Approach LOS B A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 42.8 22.6 0.0 49.1 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 38.3 18.1 5.0 38.4 18.1 Max Q Clear Time (g_c+I1), s 2.9 23.1 3.3 0.0 5.2 0.0
Green Ext Time (p_c), s 0.0 8.6 0.1 0.0 2.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 15: Discovery St. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1231 20 61 394 0 7 0 27 0 0 0
Future Volume (veh/h) 0 1231 20 61 394 0 7 0 27 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1338 -141 66 428 0 8 0 29 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 3 1484 0 99 1949 0 138 38 373 120 563 477
Arrive On Green 0.00 0.42 0.00 0.06 0.55 0.00 0.30 0.00 0.30 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3647 0 215 127 1238 1381 1870 1585 Grp Volume(v), veh/h 0 1197 0 66 428 0 37 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 0 1579 0 0 1381 1870 1585 Q Serve(g_s), s 0.0 17.7 0.0 2.2 3.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.7 0.0 2.2 3.7 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.22 0.78 1.00 1.00
Lane Grp Cap(c), veh/h 3 1484 0 99 1949 0 549 0 0 120 563 477 V/C Ratio(X) 0.00 0.81 0.00 0.67 0.22 0.00 0.07 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 149 1694 0 149 1949 0 549 0 0 120 563 477 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) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 15.3 0.0 27.7 6.9 0.0 14.9 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.7 0.0 7.4 0.1 0.0 0.2 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.7 0.0 1.1 1.1 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.9 0.0 35.1 7.0 0.0 15.2 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B A D A A B A A A A A
Approach Vol, veh/h 1197 494 37 0
Approach Delay, s/veh 17.9 10.7 15.2 0.0
Approach LOS B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.5 7.8 29.5 22.5 0.0 37.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 28.5 18.0 5.0 28.5 Max Q Clear Time (g_c+I1), s 3.0 4.2 19.7 0.0 0.0 5.7
Green Ext Time (p_c), s 0.1 0.0 5.3 0.0 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 16: Rush Dr. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1149 108 163 349 106 208
Future Volume (veh/h) 1149 108 163 349 106 208
Initial Q (Qb), veh 0 0 0 0 0 0
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 1249 117 177 379 115 117
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1786 167 303 2547 201 318
Arrive On Green 0.54 0.54 0.09 0.72 0.11 0.11
Sat Flow, veh/h 3379 307 3456 3647 1781 1585
Grp Volume(v), veh/h 674 692 177 379 115 117
Grp Sat Flow(s),veh/h/ln 1777 1815 1728 1777 1781 1585
Q Serve(g_s), s 14.7 14.8 2.6 1.8 3.2 3.4
Cycle Q Clear(g_c), s 14.7 14.8 2.6 1.8 3.2 3.4
Prop In Lane 0.17 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 966 987 303 2547 201 318
V/C Ratio(X) 0.70 0.70 0.58 0.15 0.57 0.37
Avail Cap(c_a), veh/h 1533 1566 701 4090 686 749
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.9 8.9 23.1 2.4 22.2 18.2
Incr Delay (d2), s/veh 0.9 0.9 1.8 0.0 2.6 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 4.5 1.1 0.3 1.4 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.8 9.8 24.9 2.4 24.8 18.9
LnGrp LOS A A C A C B
Approach Vol, veh/h 1366 556 232
Approach Delay, s/veh 9.8 9.6 21.8
Approach LOS A A C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.4 9.1 33.2 42.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.3 10.7 45.5 60.7
Max Q Clear Time (g_c+I1), s 5.4 4.6 16.8 3.8
Green Ext Time (p_c), s 0.6 0.3 11.8 2.8
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 17: Discovery St. & Street A 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1216 141 140 375 0 137 0 136 0 0 0 Future Volume (veh/h) 0 1216 141 140 375 0 137 0 136 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1322 153 152 408 0 149 0 148 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 2 1705 196 183 2401 1071 225 7 180 0 448 0
Arrive On Green 0.00 0.53 0.53 0.10 0.68 0.00 0.24 0.00 0.24 0.00 0.00 0.00 Sat Flow, veh/h 1781 3211 370 1781 3554 1585 725 29 749 0 1870 0 Grp Volume(v), veh/h 0 728 747 152 408 0 297 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1804 1781 1777 1585 1504 0 0 0 1870 0 Q Serve(g_s), s 0.0 34.7 35.2 8.9 4.5 0.0 19.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 34.7 35.2 8.9 4.5 0.0 19.9 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.20 1.00 1.00 0.50 0.50 0.00 0.00
Lane Grp Cap(c), veh/h 2 943 958 183 2401 1071 411 0 0 0 448 0 V/C Ratio(X) 0.00 0.77 0.78 0.83 0.17 0.00 0.72 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 84 943 958 243 2401 1071 411 0 0 0 448 0 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 19.8 20.0 46.9 6.3 0.0 38.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 6.1 6.2 16.6 0.2 0.0 10.5 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.2 15.7 4.8 1.6 0.0 8.5 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 25.9 26.2 63.5 6.5 0.0 48.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A C C E A A D A A A A A
Approach Vol, veh/h 1475 560 297 0
Approach Delay, s/veh 26.1 21.9 48.8 0.0
Approach LOS C C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.4 61.0 30.0 0.0 76.4 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 56.5 25.5 5.0 66.0 25.5 Max Q Clear Time (g_c+I1), s 10.9 37.2 21.9 0.0 6.5 0.0 Green Ext Time (p_c), s 0.1 10.7 0.6 0.0 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 515 65 126 362 9 27 0 43 6 0 6
Future Volume (vph) 26 515 65 126 362 9 27 0 43 6 0 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.85 0.93
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.98
Satd. Flow (prot) 1770 3479 1770 3526 1770 1583 1695
Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00
Satd. Flow (perm) 1770 3479 1770 3526 1406 1583 1737
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 560 71 137 393 10 29 0 47 7 0 7
RTOR Reduction (vph) 0 6 0 0 1 0 0 0 43 0 14 0
Lane Group Flow (vph) 28 625 0 137 402 0 0 29 4 0 0 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 7 8
Permitted Phases 7 7 8
Actuated Green, G (s) 1.0 32.4 8.2 39.6 5.3 5.3 1.3
Effective Green, g (s) 1.0 32.4 8.2 39.6 5.3 5.3 1.3
Actuated g/C Ratio 0.01 0.47 0.12 0.57 0.08 0.08 0.02
Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 1628 209 2017 107 121 32
v/s Ratio Prot 0.02 c0.18 c0.08 0.11
v/s Ratio Perm c0.02 0.00 c0.00
v/c Ratio 1.12 0.38 0.66 0.20 0.27 0.03 0.01
Uniform Delay, d1 34.1 11.9 29.2 7.1 30.1 29.6 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 219.4 0.7 7.2 0.2 1.4 0.1 0.1
Delay (s) 253.5 12.6 36.4 7.4 31.5 29.7 33.4
Level of Service F B D A C C C
Approach Delay (s) 22.9 14.7 30.4 33.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 20.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 42 531 27 38 447 10 8 0 6 11 0 18
Future Volume (vph) 42 531 27 38 447 10 8 0 6 11 0 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3514 3433 3539 1583 1770 1583 1770 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3433 3514 3433 3539 1583 1770 1583 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 46 577 29 41 486 11 9 0 7 12 0 20
RTOR Reduction (vph) 0 3 0 0 0 8 0 0 5 0 0 15
Lane Group Flow (vph) 46 603 0 41 486 3 0 9 2 12 0 5
Confl. Peds. (#/hr) 370
Turn Type Prot NA Prot NA Perm Split NA Perm Split Perm Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 4 3
Actuated Green, G (s) 6.3 30.1 5.5 29.3 29.3 33.1 33.1 33.1 33.1 Effective Green, g (s) 6.3 30.1 5.5 29.3 29.3 33.1 33.1 33.1 33.1 Actuated g/C Ratio 0.05 0.24 0.04 0.24 0.24 0.27 0.27 0.27 0.27 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 174 854 152 837 374 473 423 473 423
v/s Ratio Prot c0.01 c0.17 0.01 0.14 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.26 0.71 0.27 0.58 0.01 0.02 0.00 0.03 0.01
Uniform Delay, d1 56.5 42.8 57.2 41.8 36.1 33.4 33.3 33.5 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 4.9 1.0 2.9 0.0 0.1 0.0 0.1 0.1 Delay (s) 57.3 47.7 58.2 44.7 36.2 33.5 33.3 33.6 33.4
Level of Service E D E D D C C C C
Approach Delay (s) 48.4 45.6 33.4 33.5
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 46.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 123.8 Sum of lost time (s) 22.0 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 20: Rush Dr. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 395 428 49 38 250 31 13 50 17 15 51 190 Future Volume (vph) 395 428 49 38 250 31 13 50 17 15 51 190 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3485 3433 3480 1770 1793 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3485 3433 3480 1770 1793 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 429 465 53 41 272 34 14 54 18 16 55 207 RTOR Reduction (vph) 0 5 0 0 7 0 0 11 0 0 0 187
Lane Group Flow (vph) 429 513 0 41 299 0 14 61 0 16 55 20 Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 1 6 8 8 7 7
Permitted Phases 7
Actuated Green, G (s) 31.1 50.3 3.8 23.0 7.3 7.3 9.2 9.2 9.2 Effective Green, g (s) 31.1 50.3 3.8 23.0 7.3 7.3 9.2 9.2 9.2 Actuated g/C Ratio 0.33 0.54 0.04 0.25 0.08 0.08 0.10 0.10 0.10 Clearance Time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 586 1868 139 853 137 139 173 182 155 v/s Ratio Prot c0.24 0.15 0.01 c0.09 0.01 c0.03 0.01 c0.03 v/s Ratio Perm 0.01
v/c Ratio 0.73 0.27 0.29 0.35 0.10 0.44 0.09 0.30 0.13
Uniform Delay, d1 27.7 11.8 43.7 29.2 40.2 41.3 38.5 39.3 38.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.7 0.4 1.2 0.3 0.3 2.2 0.2 0.9 0.4 Delay (s) 32.4 12.2 44.9 29.5 40.5 43.5 38.7 40.3 39.0
Level of Service C B D C D D D D D
Approach Delay (s) 21.3 31.3 43.0 39.3
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 93.8 Sum of lost time (s) 23.2 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 21: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2 23 38 1 16 26 850 67 52 778 1 Future Volume (veh/h) 0 2 23 38 1 16 26 850 67 52 778 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 2 25 41 1 17 28 924 73 57 846 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 9 118 278 2 126 60 1657 131 107 2753 3
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.08 0.03 0.50 0.50 0.06 0.52 0.52 Sat Flow, veh/h 0 119 1484 1088 27 1585 1781 3336 264 1781 5267 6 Grp Volume(v), veh/h 0 0 27 42 0 17 28 492 505 57 547 300 Grp Sat Flow(s),veh/h/ln 0 0 1603 1115 0 1585 1781 1777 1823 1781 1702 1869 Q Serve(g_s), s 0.0 0.0 0.6 1.1 0.0 0.4 0.6 7.1 7.1 1.2 3.4 3.4 Cycle Q Clear(g_c), s 0.0 0.0 0.6 1.7 0.0 0.4 0.6 7.1 7.1 1.2 3.4 3.4 Prop In Lane 0.00 0.93 0.98 1.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 0 0 127 280 0 126 60 882 905 107 1779 977 V/C Ratio(X) 0.00 0.00 0.21 0.15 0.00 0.14 0.47 0.56 0.56 0.53 0.31 0.31 Avail Cap(c_a), veh/h 0 0 779 846 0 770 240 882 905 245 1779 977 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) 0.00 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 0.0 0.0 16.0 16.8 0.0 15.9 17.6 6.5 6.5 16.9 5.0 5.0 Incr Delay (d2), s/veh 0.0 0.0 0.8 0.2 0.0 0.5 5.5 2.5 2.5 4.1 0.4 0.8 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 0.0 0.0 0.2 0.3 0.0 0.1 0.3 2.2 2.2 0.5 0.8 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 16.8 17.0 0.0 16.4 23.1 9.0 9.0 21.0 5.5 5.8 LnGrp LOS A A B B A B C A A C A A
Approach Vol, veh/h 27 59 1025 904
Approach Delay, s/veh 16.8 16.8 9.4 6.6
Approach LOS B B A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 22.9 7.4 5.8 23.9 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 5.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 3.2 9.1 2.6 2.6 5.4 3.7
Green Ext Time (p_c), s 0.0 4.3 0.1 0.0 4.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2035 Without Project PM 22: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 7 4 16 0 130 25 842 20 263 799 48 Future Volume (veh/h) 46 7 4 16 0 130 25 842 20 263 799 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 50 8 4 17 0 141 27 915 22 286 868 52 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 87 151 76 49 0 170 50 1736 42 310 3130 187
Arrive On Green 0.05 0.13 0.13 0.03 0.00 0.11 0.03 0.49 0.49 0.17 0.64 0.64 Sat Flow, veh/h 1781 1176 588 1781 0 1585 1781 3547 85 1781 4927 294 Grp Volume(v), veh/h 50 0 12 17 0 141 27 458 479 286 599 321 Grp Sat Flow(s),veh/h/ln 1781 0 1764 1781 0 1585 1781 1777 1855 1781 1702 1817 Q Serve(g_s), s 3.8 0.0 0.8 1.3 0.0 12.2 2.1 24.9 24.9 22.1 10.9 11.0 Cycle Q Clear(g_c), s 3.8 0.0 0.8 1.3 0.0 12.2 2.1 24.9 24.9 22.1 10.9 11.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.05 1.00 0.16
Lane Grp Cap(c), veh/h 87 0 227 49 0 170 50 870 908 310 2163 1155 V/C Ratio(X) 0.57 0.00 0.05 0.35 0.00 0.83 0.54 0.53 0.53 0.92 0.28 0.28 Avail Cap(c_a), veh/h 102 0 480 102 0 431 83 870 908 337 2163 1155 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.1 0.0 53.5 66.8 0.0 61.3 67.2 24.6 24.6 56.9 11.3 11.3 Incr Delay (d2), s/veh 5.8 0.0 0.1 4.1 0.0 9.9 9.0 2.3 2.2 29.0 0.3 0.6 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 1.9 0.0 0.4 0.7 0.0 5.4 1.1 11.0 11.5 12.5 4.2 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.0 0.0 53.6 70.9 0.0 71.2 76.1 26.9 26.8 86.0 11.6 11.9 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 62 158 964 1206
Approach Delay, s/veh 67.6 71.2 28.2 29.3
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.8 74.8 12.9 21.5 10.4 95.2 9.9 24.5 Change Period (Y+Rc), s 6.5 6.3 6.0 6.5 6.5 6.3 6.0 6.5 Max Green Setting (Gmax), s 26.5 42.1 8.0 38.1 6.5 62.1 8.0 38.1 Max Q Clear Time (g_c+I1), s 24.1 26.9 5.8 14.2 4.1 13.0 3.3 2.8 Green Ext Time (p_c), s 0.2 5.4 0.0 0.8 0.0 7.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2035 Without Project PM 23: Twin Oaks Valley Rd. & Craven Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 106 295 105 111 362 116 711 65 136 750 66 Future Volume (veh/h) 152 106 295 105 111 362 116 711 65 136 750 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 165 115 158 114 121 230 126 773 71 148 815 72 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 359 690 308 156 333 283 157 1564 143 276 1530 135 Arrive On Green 0.10 0.19 0.19 0.09 0.18 0.18 0.09 0.33 0.33 0.08 0.32 0.32 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4761 435 3456 4778 420 Grp Volume(v), veh/h 165 115 158 114 121 230 126 551 293 148 580 307 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1792 1728 1702 1795 Q Serve(g_s), s 3.8 2.3 7.6 5.3 4.8 11.8 5.9 11.0 11.1 3.5 11.8 11.9 Cycle Q Clear(g_c), s 3.8 2.3 7.6 5.3 4.8 11.8 5.9 11.0 11.1 3.5 11.8 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.23
Lane Grp Cap(c), veh/h 359 690 308 156 333 283 157 1118 589 276 1090 575 V/C Ratio(X) 0.46 0.17 0.51 0.73 0.36 0.81 0.80 0.49 0.50 0.54 0.53 0.54 Avail Cap(c_a), veh/h 366 1297 578 168 661 560 157 1118 589 285 1090 575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.8 28.5 30.6 37.8 30.7 33.6 38.0 22.9 22.9 37.6 23.7 23.7 Incr Delay (d2), s/veh 0.9 0.1 1.3 13.8 0.7 5.6 25.0 1.6 3.0 1.8 1.9 3.5 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 1.6 1.0 2.9 2.9 2.2 4.9 3.6 4.5 5.0 1.5 4.9 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 28.6 32.0 51.6 31.3 39.2 63.0 24.4 25.9 39.4 25.5 27.2 LnGrp LOS D C C D C D E C C D C C
Approach Vol, veh/h 438 465 970 1035
Approach Delay, s/veh 32.9 40.2 29.9 28.0
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.3 34.7 14.0 23.0 14.0 34.0 15.3 21.6 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 7.0 27.7 8.0 31.0 7.5 27.2 9.0 30.0 Max Q Clear Time (g_c+I1), s 5.5 13.1 7.3 9.6 7.9 13.9 5.8 13.8 Green Ext Time (p_c), s 0.1 4.9 0.0 1.2 0.0 4.9 0.1 1.3 Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 24: Twin Oaks Valley Rd. & Campus Market Pl. 04/27/2022 HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 122 10 1 41 197 1372 5 31 797 49 Future Volume (vph) 94 0 122 10 1 41 197 1372 5 31 797 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 0.91 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1583 3433 5083 1770 5041 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1583 1770 1863 1583 3433 5083 1770 5041 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 102 0 133 11 1 45 214 1491 5 34 866 53
RTOR Reduction (vph) 0 0 120 0 0 43 0 0 0 0 3 0
Lane Group Flow (vph) 0 102 13 11 1 2 214 1496 0 34 916 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 7 7 8 8 5 2 1 6
Permitted Phases 7 8
Actuated Green, G (s) 13.2 13.2 5.8 5.8 5.8 18.0 82.2 7.0 71.2 Effective Green, g (s) 13.2 13.2 5.8 5.8 5.8 18.0 82.2 7.0 71.2 Actuated g/C Ratio 0.10 0.10 0.04 0.04 0.04 0.13 0.61 0.05 0.53 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 173 154 76 80 68 457 3094 91 2658
v/s Ratio Prot c0.06 c0.01 0.00 c0.06 c0.29 0.02 0.18
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.59 0.08 0.14 0.01 0.03 0.47 0.48 0.37 0.34
Uniform Delay, d1 58.3 55.4 62.2 61.9 61.9 54.1 14.6 61.9 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.2 0.9 0.1 0.2 0.8 0.5 2.6 0.4 Delay (s) 63.4 55.6 63.1 61.9 62.1 54.8 15.2 64.5 18.8
Level of Service E E E E E D B E B
Approach Delay (s) 59.0 62.3 20.1 20.4
Approach LOS E E C C
Intersection Summary
HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 432 331 42 225 216 215 8 1182 323 253 861 326 Future Volume (veh/h) 432 331 42 225 216 215 8 1182 323 253 861 326 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 470 360 46 245 235 234 9 1285 351 275 936 354 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 495 1076 135 295 589 274 72 1579 431 297 2354 731 Arrive On Green 0.14 0.23 0.23 0.09 0.17 0.17 0.02 0.40 0.40 0.09 0.46 0.46 Sat Flow, veh/h 3456 4596 575 3456 3404 1585 3456 3990 1088 3456 5106 1585 Grp Volume(v), veh/h 470 265 141 245 235 234 9 1096 540 275 936 354 Grp Sat Flow(s),veh/h/ln 1728 1702 1767 1728 1702 1585 1728 1702 1674 1728 1702 1585 Q Serve(g_s), s 20.2 9.7 10.0 10.5 9.2 21.5 0.4 43.0 43.1 11.9 18.1 23.3 Cycle Q Clear(g_c), s 20.2 9.7 10.0 10.5 9.2 21.5 0.4 43.0 43.1 11.9 18.1 23.3 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.65 1.00 1.00
Lane Grp Cap(c), veh/h 495 797 414 295 589 274 72 1347 663 297 2354 731 V/C Ratio(X) 0.95 0.33 0.34 0.83 0.40 0.85 0.12 0.81 0.81 0.93 0.40 0.48 Avail Cap(c_a), veh/h 495 919 477 392 817 380 230 1347 663 297 2354 731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.7 47.7 47.8 67.5 55.1 60.2 72.1 40.4 40.4 68.1 26.7 28.1 Incr Delay (d2), s/veh 28.0 0.2 0.5 10.8 0.4 12.7 0.8 5.5 10.6 33.3 0.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 4.2 4.5 5.1 4.0 9.6 0.2 19.0 19.7 6.6 7.6 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 91.7 47.9 48.3 78.3 55.6 72.9 72.9 45.9 51.0 101.4 27.2 30.4 LnGrp LOS F D D E E E E D D F C C
Approach Vol, veh/h 876 714 1645 1565
Approach Delay, s/veh 71.5 69.1 47.7 40.9
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.4 66.9 19.8 42.9 10.6 76.6 29.0 33.7 Change Period (Y+Rc), s 7.5 7.5 7.0 7.8 7.5 7.5 7.5 * 7.8 Max Green Setting (Gmax), s 12.9 49.8 17.0 40.5 10.0 52.7 21.5 * 36 Max Q Clear Time (g_c+I1), s 13.9 45.1 12.5 12.0 2.4 25.3 22.2 23.5 Green Ext Time (p_c), s 0.0 3.7 0.3 2.7 0.0 9.2 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 26: Twin Oaks Valley Rd. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 4 5 14 4 187 5 2396 16 173 1379 21 Future Volume (veh/h) 20 4 5 14 4 187 5 2396 16 173 1379 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 4 5 15 4 203 5 2604 17 188 1499 23 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 84 415 185 222 557 248 23 3381 22 269 3814 59 Arrive On Green 0.02 0.12 0.12 0.06 0.16 0.16 0.01 0.51 0.51 0.08 0.58 0.58 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6645 43 3456 6577 101 Grp Volume(v), veh/h 22 4 5 15 4 203 5 1891 730 188 1100 422 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1863 1728 1609 1852 Q Serve(g_s), s 0.5 0.1 0.2 0.3 0.1 9.6 0.1 24.5 24.5 4.1 9.6 9.6 Cycle Q Clear(g_c), s 0.5 0.1 0.2 0.3 0.1 9.6 0.1 24.5 24.5 4.1 9.6 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.05
Lane Grp Cap(c), veh/h 84 415 185 222 557 248 23 2455 948 269 2798 1074 V/C Ratio(X) 0.26 0.01 0.03 0.07 0.01 0.82 0.22 0.77 0.77 0.70 0.39 0.39 Avail Cap(c_a), veh/h 228 831 370 808 1427 637 228 2455 948 286 2798 1074 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 30.2 30.3 34.1 27.6 31.6 38.3 15.4 15.4 34.8 8.8 8.9 Incr Delay (d2), s/veh 1.6 0.0 0.1 0.1 0.0 6.5 4.7 2.4 6.0 6.9 0.4 1.1 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 0.2 0.0 0.1 0.1 0.0 4.0 0.1 8.5 10.8 1.9 3.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 30.2 30.4 34.2 27.6 38.1 43.0 17.8 21.4 41.7 9.3 9.9 LnGrp LOS D C C C C D D B C D A A
Approach Vol, veh/h 31 222 2626 1710
Approach Delay, s/veh 36.3 37.6 18.8 13.0
Approach LOS D D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.5 43.9 9.5 13.5 5.0 49.4 6.4 16.6 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 6.4 39.4 18.1 18.1 5.1 40.7 5.1 31.1 Max Q Clear Time (g_c+I1), s 6.1 26.5 2.3 2.2 2.1 11.6 2.5 11.6 Green Ext Time (p_c), s 0.0 11.5 0.0 0.0 0.0 13.1 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 27: Twin Oaks Valley Rd. & SR-78 Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 1 370 0 0 0 0 1663 565 331 1765 0 Future Volume (veh/h) 158 1 370 0 0 0 0 1663 565 331 1765 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 115 0 464 0 1808 614 360 1918 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 327 0 581 0 2578 800 458 3560 0
Arrive On Green 0.18 0.00 0.18 0.00 0.50 0.50 0.13 0.70 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 115 0 464 0 1808 614 360 1918 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 4.2 0.0 10.5 0.0 20.4 23.6 7.6 13.7 0.0 Cycle Q Clear(g_c), s 4.2 0.0 10.5 0.0 20.4 23.6 7.6 13.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 327 0 581 0 2578 800 458 3560 0
V/C Ratio(X) 0.35 0.00 0.80 0.00 0.70 0.77 0.79 0.54 0.00 Avail Cap(c_a), veh/h 438 0 779 0 2578 800 574 3560 0
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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.8 0.0 29.4 0.0 14.3 15.1 31.6 5.5 0.0 Incr Delay (d2), s/veh 0.6 0.0 4.3 0.0 1.6 7.0 5.7 0.6 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 1.8 0.0 4.2 0.0 7.4 9.0 3.4 3.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 0.0 33.7 0.0 15.9 22.0 37.3 6.1 0.0 LnGrp LOS C A C A B C D A A
Approach Vol, veh/h 579 2422 2278
Approach Delay, s/veh 32.5 17.5 11.0
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.5 42.5 18.3 57.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 35.5 18.5 52.5
Max Q Clear Time (g_c+I1), s 9.6 25.6 12.5 15.7
Green Ext Time (p_c), s 0.4 8.5 1.3 21.5
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 28: Twin Oaks Valley Rd. & CA-78 WB Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 594 0 709 0 1422 546 0 1209 289 Future Volume (vph) 0 0 0 594 0 709 0 1422 546 0 1209 289 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3433 2787 5085 1583 5085 1583
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3433 2787 5085 1583 5085 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 646 0 771 0 1546 593 0 1314 314
RTOR Reduction (vph) 0 0 0 0 0 23 0 0 345 0 0 183
Lane Group Flow (vph) 0 0 0 646 0 748 0 1546 248 0 1314 131 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 16.2 16.2 18.1 18.1 18.1 18.1
Effective Green, g (s) 16.2 16.2 18.1 18.1 18.1 18.1
Actuated g/C Ratio 0.37 0.37 0.42 0.42 0.42 0.42
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1284 1042 2125 661 2125 661
v/s Ratio Prot c0.30 0.26
v/s Ratio Perm 0.19 c0.27 0.16 0.08
v/c Ratio 0.50 0.72 0.73 0.38 0.62 0.20
Uniform Delay, d1 10.4 11.6 10.5 8.7 9.9 8.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 2.4 2.2 1.6 1.4 0.7
Delay (s) 10.8 14.0 12.8 10.3 11.3 8.7
Level of Service B B B B B A
Approach Delay (s) 0.0 12.5 12.1 10.8
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 43.3 Sum of lost time (s) 9.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 29: Twin Oaks Valley Rd. & Shopping Center Drwy. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 12 38 138 20 69 67 1788 181 0 1357 19 Future Volume (veh/h) 2 12 38 138 20 69 67 1788 181 0 1357 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 Adj Flow Rate, veh/h 2 13 41 150 22 75 73 1943 197 0 1475 21 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 0 2 2
Cap, veh/h 5 64 202 190 99 337 209 2313 233 0 2304 33
Arrive On Green 0.00 0.16 0.16 0.11 0.27 0.27 0.06 0.49 0.49 0.00 0.35 0.35 Sat Flow, veh/h 1781 396 1249 1781 372 1269 3456 4714 475 0 6847 94 Grp Volume(v), veh/h 2 0 54 150 0 97 73 1399 741 0 1081 415 Grp Sat Flow(s),veh/h/ln 1781 0 1645 1781 0 1642 1728 1702 1785 0 1609 1853 Q Serve(g_s), s 0.1 0.0 1.6 4.6 0.0 2.6 1.1 19.9 20.3 0.0 10.5 10.5 Cycle Q Clear(g_c), s 0.1 0.0 1.6 4.6 0.0 2.6 1.1 19.9 20.3 0.0 10.5 10.5 Prop In Lane 1.00 0.76 1.00 0.77 1.00 0.27 0.00 0.05
Lane Grp Cap(c), veh/h 5 0 266 190 0 436 209 1670 876 0 1688 648 V/C Ratio(X) 0.41 0.00 0.20 0.79 0.00 0.22 0.35 0.84 0.85 0.00 0.64 0.64 Avail Cap(c_a), veh/h 159 0 529 191 0 557 308 1670 876 0 1688 648 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 0.0 20.3 24.4 0.0 16.1 25.3 12.3 12.4 0.0 15.3 15.3 Incr Delay (d2), s/veh 47.2 0.0 0.4 19.8 0.0 0.3 1.0 5.2 9.9 0.0 1.9 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 2.8 0.0 0.9 0.5 7.2 8.8 0.0 3.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.1 0.0 20.7 44.2 0.0 16.3 26.3 17.5 22.3 0.0 17.1 20.1 LnGrp LOS E A C D A B C B C A B C
Approach Vol, veh/h 56 247 2213 1496
Approach Delay, s/veh 22.7 33.2 19.4 18.0
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.0 10.5 13.6 7.9 24.1 4.7 19.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 6.0 18.0 5.0 18.0 5.0 19.0 Max Q Clear Time (g_c+I1), s 22.3 6.6 3.6 3.1 12.5 2.1 4.6 Green Ext Time (p_c), s 4.7 0.0 0.2 0.0 4.0 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 30: Twin Oaks Valley Rd. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 311 570 340 322 507 116 376 851 222 81 568 253 Future Volume (veh/h) 311 570 340 322 507 116 376 851 222 81 568 253 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 338 620 273 350 551 105 409 925 152 88 617 221 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 359 1558 1468 276 1235 234 304 1162 645 211 759 272 Arrive On Green 0.10 0.44 0.44 0.08 0.41 0.41 0.09 0.33 0.33 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 2980 566 3456 3554 1585 3456 2565 918 Grp Volume(v), veh/h 338 620 273 350 328 328 409 925 152 88 427 411 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1769 1728 1777 1585 1728 1777 1705 Q Serve(g_s), s 12.1 14.8 6.4 10.0 16.6 16.7 11.0 29.6 7.9 3.1 27.9 27.9 Cycle Q Clear(g_c), s 12.1 14.8 6.4 10.0 16.6 16.7 11.0 29.6 7.9 3.1 27.9 27.9 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 359 1558 1468 276 736 733 304 1162 645 211 526 505 V/C Ratio(X) 0.94 0.40 0.19 1.27 0.45 0.45 1.34 0.80 0.24 0.42 0.81 0.81 Avail Cap(c_a), veh/h 359 1558 1468 276 736 733 304 1162 645 263 526 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 23.9 15.5 57.5 26.3 26.3 57.0 38.3 24.3 56.5 40.8 40.8 Incr Delay (d2), s/veh 32.4 0.8 0.3 145.2 1.9 2.0 175.6 5.7 0.9 1.3 12.9 13.4 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 6.9 6.4 0.1 9.9 7.4 7.4 12.2 13.7 3.1 1.4 14.0 13.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.1 24.6 15.8 202.7 28.2 28.3 232.6 44.0 25.2 57.9 53.6 54.2 LnGrp LOS F C B F C C F D C E D D
Approach Vol, veh/h 1231 1006 1486 926
Approach Delay, s/veh 40.1 89.0 94.0 54.3
Approach LOS D F F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.0 62.7 18.0 44.8 20.0 59.7 14.1 48.7 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 10.0 38.3 11.0 * 37 13.0 35.3 9.5 38.5 Max Q Clear Time (g_c+I1), s 12.0 16.8 13.0 29.9 14.1 18.7 5.1 31.6 Green Ext Time (p_c), s 0.0 5.5 0.0 3.1 0.0 3.8 0.1 3.7 Intersection Summary
HCM 6th Ctrl Delay 70.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 31: Twin Oaks Valley Rd. & Richmar Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 199 14 107 23 6 5 115 899 23 44 975 196 Future Volume (vph) 199 14 107 23 6 5 115 899 23 44 975 196 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 1.00 0.94 1.00 1.00 1.00 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1615 1770 1746 1770 3526 1770 3450 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1615 1770 1746 1770 3526 1770 3450 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 216 15 116 25 7 5 125 977 25 48 1060 213 RTOR Reduction (vph) 0 95 0 0 5 0 0 1 0 0 13 0
Lane Group Flow (vph) 216 36 0 25 7 0 125 1001 0 48 1260 0 Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 14.2 14.2 4.4 4.4 6.1 31.3 3.3 28.5 Effective Green, g (s) 14.2 14.2 4.4 4.4 6.1 31.3 3.3 28.5 Actuated g/C Ratio 0.18 0.18 0.06 0.06 0.08 0.40 0.04 0.37 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 323 295 100 98 138 1420 75 1265
v/s Ratio Prot c0.12 0.02 c0.01 0.00 c0.07 c0.28 0.03 c0.37 v/s Ratio Perm
v/c Ratio 0.67 0.12 0.25 0.07 0.91 0.70 0.64 1.00
Uniform Delay, d1 29.6 26.5 35.1 34.7 35.5 19.3 36.6 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.2 1.3 0.3 48.9 3.0 17.1 24.4 Delay (s) 34.7 26.7 36.4 35.0 84.4 22.3 53.7 49.0
Level of Service C C D D F C D D
Approach Delay (s) 31.7 36.0 29.2 49.2
Approach LOS C D C D
Intersection Summary
HCM 2000 Control Delay 38.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 77.7 Sum of lost time (s) 24.5 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 32: Twin Oaks Valley Rd. & Borden Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 226 325 157 149 305 58 185 687 254 68 552 111 Future Volume (veh/h) 226 325 157 149 305 58 185 687 254 68 552 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 246 353 171 162 332 63 201 747 276 74 600 121 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 276 482 229 193 440 83 231 1478 659 119 1254 559 Arrive On Green 0.16 0.21 0.21 0.11 0.15 0.15 0.13 0.42 0.42 0.07 0.35 0.35 Sat Flow, veh/h 1781 2335 1112 1781 2986 560 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 246 267 257 162 196 199 201 747 276 74 600 121 Grp Sat Flow(s),veh/h/ln 1781 1777 1670 1781 1777 1770 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 14.5 15.0 15.4 9.5 11.3 11.5 11.8 16.6 13.2 4.3 14.0 5.7 Cycle Q Clear(g_c), s 14.5 15.0 15.4 9.5 11.3 11.5 11.8 16.6 13.2 4.3 14.0 5.7 Prop In Lane 1.00 0.67 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 366 344 193 262 261 231 1478 659 119 1254 559 V/C Ratio(X) 0.89 0.73 0.75 0.84 0.75 0.76 0.87 0.51 0.42 0.62 0.48 0.22 Avail Cap(c_a), veh/h 302 595 560 255 532 530 242 1478 659 195 1254 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 39.6 39.8 46.7 43.7 43.8 45.6 23.1 22.1 48.6 26.9 24.2 Incr Delay (d2), s/veh 24.9 2.8 3.2 16.9 4.3 4.6 26.7 1.2 2.0 5.3 1.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 6.8 6.6 5.1 5.3 5.4 6.9 7.1 5.2 2.1 6.1 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.2 42.4 43.0 63.6 47.9 48.4 72.3 24.3 24.0 53.9 28.2 25.1 LnGrp LOS E D D E D D E C C D C C
Approach Vol, veh/h 770 557 1224 795
Approach Delay, s/veh 51.2 52.7 32.1 30.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 50.5 16.2 28.1 18.7 43.8 22.5 21.8 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 12 * 41 15.3 * 36 * 15 * 38 18.1 * 32 Max Q Clear Time (g_c+I1), s 6.3 18.6 11.5 17.4 13.8 16.0 16.5 13.5 Green Ext Time (p_c), s 0.1 6.5 0.1 3.1 0.0 4.6 0.1 2.2 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 33: Barham Dr. & June Way 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 39 800 854 51 16 44
Future Volume (veh/h) 39 800 854 51 16 44
Initial Q (Qb), veh 0 0 0 0 0 0
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 42 870 928 55 17 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 497 1875 1305 582 752 669
Arrive On Green 0.37 0.37 0.37 0.37 0.42 0.42
Sat Flow, veh/h 1111 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 42 870 928 55 17 48
Grp Sat Flow(s),veh/h/ln 555 1702 1777 1585 1781 1585
Q Serve(g_s), s 1.4 5.5 9.5 1.0 0.2 0.8
Cycle Q Clear(g_c), s 11.0 5.5 9.5 1.0 0.2 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 497 1875 1305 582 752 669
V/C Ratio(X) 0.08 0.46 0.71 0.09 0.02 0.07
Avail Cap(c_a), veh/h 558 2154 1499 669 752 669
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.3 10.3 11.6 8.9 7.2 7.4
Incr Delay (d2), s/veh 0.1 0.2 1.4 0.1 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.6 3.1 0.3 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 10.5 12.9 8.9 7.3 7.6
LnGrp LOS B B B A A A
Approach Vol, veh/h 912 983 65
Approach Delay, s/veh 10.7 12.7 7.5
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 20.2 22.5 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 13.0 2.8 11.5
Green Ext Time (p_c), s 2.7 0.1 3.4
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2035 Without Project PM 34: Campus Wy. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 630 119 64 435 36 180 39 85 27 40 56 Future Volume (veh/h) 60 630 119 64 435 36 180 39 85 27 40 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 65 685 129 70 473 39 196 42 92 29 43 61 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 113 1189 221 225 983 438 287 186 408 96 606 514 Arrive On Green 0.06 0.28 0.28 0.07 0.28 0.28 0.08 0.36 0.36 0.05 0.32 0.32 Sat Flow, veh/h 1781 4325 805 3456 3554 1585 3456 522 1143 1781 1870 1585 Grp Volume(v), veh/h 65 537 277 70 473 39 196 0 134 29 43 61 Grp Sat Flow(s),veh/h/ln 1781 1702 1726 1728 1777 1585 1728 0 1665 1781 1870 1585 Q Serve(g_s), s 3.8 14.7 14.9 2.1 12.0 2.0 6.0 0.0 6.1 1.7 1.7 2.9 Cycle Q Clear(g_c), s 3.8 14.7 14.9 2.1 12.0 2.0 6.0 0.0 6.1 1.7 1.7 2.9 Prop In Lane 1.00 0.47 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 113 936 475 225 983 438 287 0 594 96 606 514 V/C Ratio(X) 0.57 0.57 0.58 0.31 0.48 0.09 0.68 0.00 0.23 0.30 0.07 0.12 Avail Cap(c_a), veh/h 158 936 475 256 983 438 320 0 594 165 606 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.1 33.7 33.8 48.2 32.6 29.0 48.1 0.0 24.3 49.1 25.2 25.7 Incr Delay (d2), s/veh 4.5 2.6 5.2 0.8 1.7 0.4 5.1 0.0 0.9 1.8 0.2 0.5 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 1.8 6.3 6.9 0.9 5.4 0.8 2.8 0.0 2.5 0.8 0.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 36.3 39.0 49.0 34.3 29.4 53.2 0.0 25.2 50.9 25.5 26.1 LnGrp LOS D D D D C C D A C D C C
Approach Vol, veh/h 879 582 330 133
Approach Delay, s/veh 38.4 35.7 41.8 31.3
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.5 36.5 16.0 42.0 13.4 36.7 12.4 45.6 Change Period (Y+Rc), s 6.5 6.8 7.0 7.0 6.5 6.8 6.6 * 7 Max Green Setting (Gmax), s 8.0 29.7 10.0 35.0 9.6 28.1 10.0 * 37 Max Q Clear Time (g_c+I1), s 4.1 16.9 8.0 4.9 5.8 14.0 3.7 8.1 Green Ext Time (p_c), s 0.0 4.4 0.1 0.4 0.0 2.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 35: La Moree Rd. & Barham Dr. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 7 504 217 207 336 8 143 3 222 11 4 9 Future Volume (vph) 7 504 217 207 336 8 143 3 222 11 4 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.95
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.98 Satd. Flow (prot) 1770 3539 1583 1770 3526 1681 1688 1583 1726 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3526 1681 1688 1583 1766 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 548 236 225 365 9 155 3 241 12 4 10
RTOR Reduction (vph) 0 0 133 0 1 0 0 0 210 0 10 0
Lane Group Flow (vph) 8 548 103 225 373 0 79 79 31 0 16 0 Turn Type Prot NA Perm Prot NA Split NA Perm Perm NA
Protected Phases 5 2 1 6 7 7 8
Permitted Phases 2 7 8
Actuated Green, G (s) 1.2 33.7 33.7 10.1 43.6 9.8 9.8 9.8 2.6 Effective Green, g (s) 1.2 33.7 33.7 10.1 43.6 9.8 9.8 9.8 2.6 Actuated g/C Ratio 0.02 0.44 0.44 0.13 0.56 0.13 0.13 0.13 0.03 Clearance Time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 27 1544 691 231 1991 213 214 200 59
v/s Ratio Prot 0.00 c0.15 c0.13 0.11 c0.05 0.05
v/s Ratio Perm 0.07 0.02 c0.01
v/c Ratio 0.30 0.35 0.15 0.97 0.19 0.37 0.37 0.15 0.28
Uniform Delay, d1 37.6 14.5 13.1 33.4 8.2 30.9 30.9 30.0 36.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.6 0.5 51.5 0.2 1.1 1.1 0.4 2.6 Delay (s) 43.6 15.1 13.6 84.9 8.4 32.0 31.9 30.4 38.9
Level of Service D B B F A C C C D
Approach Delay (s) 15.0 37.1 31.0 38.9
Approach LOS B D C D
Intersection Summary
HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 21.0 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2035 Without Project PM 36: Barham Dr. & SR-78 EB Off Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 806 0 0 564 0 0 0 0 192 0 8
Future Volume (vph) 0 806 0 0 564 0 0 0 0 192 0 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3539 3539 1770 1583
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3539 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 876 0 0 613 0 0 0 0 209 0 9
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 5
Lane Group Flow (vph) 0 876 0 0 613 0 0 0 0 209 0 4
Turn Type NA NA Perm Perm Prot Perm
Protected Phases 4 8 6
Permitted Phases 2 2 6
Actuated Green, G (s) 21.4 21.4 27.7 27.7
Effective Green, g (s) 21.4 21.4 27.7 27.7
Actuated g/C Ratio 0.37 0.37 0.48 0.48
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1303 1303 843 754
v/s Ratio Prot c0.25 0.17 c0.12
v/s Ratio Perm 0.00
v/c Ratio 0.67 0.47 0.25 0.01
Uniform Delay, d1 15.4 14.0 9.0 8.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.3 0.7 0.0
Delay (s) 16.8 14.3 9.7 8.0
Level of Service B B A A
Approach Delay (s) 16.8 14.3 0.0 9.7
Approach LOS B B A A
Intersection Summary
HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 58.1 Sum of lost time (s) 9.0 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 Without Project PM 37: Barham Dr. & Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 457 628 228 201 337 322
Future Volume (veh/h) 457 628 228 201 337 322
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900
Adj Flow Rate, veh/h 497 683 248 218 358 359
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 0
Cap, veh/h 538 2251 932 416 382 345
Arrive On Green 0.30 0.63 0.26 0.26 0.21 0.21
Sat Flow, veh/h 1781 3647 3647 1585 1781 1610
Grp Volume(v), veh/h 497 683 248 218 358 359
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1781 1610
Q Serve(g_s), s 24.3 7.9 5.0 10.6 17.8 19.3
Cycle Q Clear(g_c), s 24.3 7.9 5.0 10.6 17.8 19.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 2251 932 416 382 345
V/C Ratio(X) 0.92 0.30 0.27 0.52 0.94 1.04
Avail Cap(c_a), veh/h 629 2251 932 416 382 345
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.4 7.5 26.3 28.4 34.8 35.3
Incr Delay (d2), s/veh 17.8 0.3 0.7 4.7 30.5 59.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.7 2.8 2.2 10.0 10.7 21.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.2 7.8 27.0 33.1 65.2 94.5
LnGrp LOS D A C C E F
Approach Vol, veh/h 1180 466 717
Approach Delay, s/veh 24.9 29.8 79.9
Approach LOS C C E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 64.0 26.0 33.4 30.6
Change Period (Y+Rc), s * 7 6.7 * 6.2 * 7
Max Green Setting (Gmax), s * 57 19.3 * 32 * 19
Max Q Clear Time (g_c+I1), s 9.9 21.3 26.3 12.6
Green Ext Time (p_c), s 5.6 0.0 0.9 1.3
Intersection Summary
HCM 6th Ctrl Delay 42.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2035 Without Project PM 38: La Moree Rd. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 893 57 125 338 48 169
Future Volume (veh/h) 893 57 125 338 48 169
Initial Q (Qb), veh 0 0 0 0 0 0
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 971 62 136 367 52 184
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1326 85 173 2026 441 393
Arrive On Green 0.39 0.39 0.10 0.57 0.25 0.25
Sat Flow, veh/h 3485 217 1781 3647 1781 1585
Grp Volume(v), veh/h 509 524 136 367 52 184
Grp Sat Flow(s),veh/h/ln 1777 1831 1781 1777 1781 1585
Q Serve(g_s), s 16.4 16.4 5.0 3.3 1.5 6.6
Cycle Q Clear(g_c), s 16.4 16.4 5.0 3.3 1.5 6.6
Prop In Lane 0.12 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 695 716 173 2026 441 393
V/C Ratio(X) 0.73 0.73 0.79 0.18 0.12 0.47
Avail Cap(c_a), veh/h 695 716 253 2185 441 393
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.4 17.4 29.6 6.9 19.5 21.5
Incr Delay (d2), s/veh 6.7 6.5 9.6 0.0 0.5 4.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.3 7.5 2.5 1.1 0.7 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.1 23.9 39.2 6.9 20.1 25.4
LnGrp LOS C C D A C C
Approach Vol, veh/h 1033 503 236
Approach Delay, s/veh 24.0 15.7 24.2
Approach LOS C B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.0 32.5 44.5 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 9.5 26.2 41.2 16.6
Max Q Clear Time (g_c+I1), s 7.0 18.4 5.3 8.6
Green Ext Time (p_c), s 0.1 4.0 2.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2035 Without Project PM 39: Barham Dr. & SR-78 EB On Ramp 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 696 470 446 63 0 0
Future Volume (veh/h) 696 470 446 63 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 757 511 485 68
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 921 3154 2779 388
Arrive On Green 0.89 0.89 0.89 0.89
Sat Flow, veh/h 855 3647 3225 437
Grp Volume(v), veh/h 757 511 274 279
Grp Sat Flow(s),veh/h/ln 855 1777 1777 1792
Q Serve(g_s), s 34.7 0.8 0.8 0.8
Cycle Q Clear(g_c), s 35.5 0.8 0.8 0.8
Prop In Lane 1.00 0.24
Lane Grp Cap(c), veh/h 921 3154 1577 1590
V/C Ratio(X) 0.82 0.16 0.17 0.18
Avail Cap(c_a), veh/h 921 3154 1577 1590
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 3.0 0.3 0.3 0.3
Incr Delay (d2), s/veh 6.0 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 0.3 0.4 0.4
LnGrp LOS A A A A
Approach Vol, veh/h 1268 553
Approach Delay, s/veh 5.5 0.4
Approach LOS A A
Timer - Assigned Phs 4 8
Phs Duration (G+Y+Rc), s 40.0 40.0
Change Period (Y+Rc), s 4.5 4.5
Max Green Setting (Gmax), s 35.5 35.5
Max Q Clear Time (g_c+I1), s 37.5 2.8
Green Ext Time (p_c), s 0.0 3.7
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
UDSM LTA May 19, 2022
Page | 733
Appendix J: Year 2035 With Project (without intersection improvements) Intersection Analysis Worksheets
HCM 6th Signalized Intersection Summary Year 2035 AM
1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 890 418 123 935 45 762 45 99 238 65 199 Future Volume (veh/h) 188 890 418 123 935 45 762 45 99 238 65 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 204 967 0 134 1016 49 828 49 108 259 71 216 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 234 1049 146 1068 52 791 176 388 288 79 240
Arrive On Green 0.07 0.30 0.00 0.08 0.31 0.31 0.23 0.34 0.34 0.08 0.19 0.19 Sat Flow, veh/h 3456 3554 1585 1781 3451 166 3456 519 1145 3456 407 1240 Grp Volume(v), veh/h 204 967 0 134 523 542 828 0 157 259 0 287 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1840 1728 0 1664 1728 0 1647 Q Serve(g_s), s 5.3 23.7 0.0 6.7 25.9 25.9 20.6 0.0 6.2 6.7 0.0 15.3 Cycle Q Clear(g_c), s 5.3 23.7 0.0 6.7 25.9 25.9 20.6 0.0 6.2 6.7 0.0 15.3 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.69 1.00 0.75
Lane Grp Cap(c), veh/h 234 1049 146 550 570 791 0 565 288 0 319 V/C Ratio(X) 0.87 0.92 0.91 0.95 0.95 1.05 0.00 0.28 0.90 0.00 0.90 Avail Cap(c_a), veh/h 234 1049 146 550 570 791 0 575 288 0 329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.6 30.7 0.0 41.0 30.4 30.4 34.7 0.0 21.7 40.9 0.0 35.4 Incr Delay (d2), s/veh 27.9 14.4 0.0 49.8 28.0 27.4 44.9 0.0 0.3 28.8 0.0 25.7 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 3.1 11.9 0.0 4.9 14.9 15.4 13.3 0.0 2.4 4.0 0.0 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.5 45.1 0.0 90.8 58.4 57.8 79.6 0.0 22.0 69.6 0.0 61.1 LnGrp LOS E D F E E F A C E A E
Approach Vol, veh/h 1171 A 1199 985 546
Approach Delay, s/veh 49.3 61.7 70.4 65.2
Approach LOS D E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 31.1 12.0 35.0 10.6 32.4 25.1 21.9 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 7.4 26.0 7.5 31.1 6.1 27.3 20.6 18.0 Max Q Clear Time (g_c+I1), s 8.7 25.7 8.7 8.2 7.3 27.9 22.6 17.3 Green Ext Time (p_c), s 0.0 0.2 0.0 0.9 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 60.7
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC Year 2035 AM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 1025 122 33 715 66
Future Vol, veh/h 0 1025 122 33 715 66
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 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 1114 133 36 777 72
Major/Minor Minor2 Major2
Conflicting Flow All 1626 72 0 0
Stage 1 1626 - - -
Stage 2 0 - - -
Critical Hdwy 6.52 6.22 4.12 -
Critical Hdwy Stg 1 5.52 - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy 4.018 3.318 2.218 -
Pot Cap-1 Maneuver ~ 102 990 - -
Stage 1 161 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 990 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 9.4

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 990 - -
HCM Lane V/C Ratio 0.17 - -
HCM Control Delay (s) 9.4 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Year 2035 AM
3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 874 9 16 822 151 51 103 89 124 56 221 Future Volume (veh/h) 104 874 9 16 822 151 51 103 89 124 56 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 113 950 10 17 893 164 55 112 97 135 61 240 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 152 1611 17 50 1168 214 82 365 309 220 71 278 Arrive On Green 0.09 0.45 0.45 0.03 0.39 0.39 0.05 0.20 0.20 0.06 0.21 0.21 Sat Flow, veh/h 1781 3602 38 1781 2998 550 1781 1870 1585 3456 331 1304 Grp Volume(v), veh/h 113 469 491 17 529 528 55 112 97 135 0 301 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1771 1781 1870 1585 1728 0 1636 Q Serve(g_s), s 4.6 14.6 14.6 0.7 19.1 19.1 2.2 3.8 3.9 2.8 0.0 13.1 Cycle Q Clear(g_c), s 4.6 14.6 14.6 0.7 19.1 19.1 2.2 3.8 3.9 2.8 0.0 13.1 Prop In Lane 1.00 0.02 1.00 0.31 1.00 1.00 1.00 0.80
Lane Grp Cap(c), veh/h 152 795 833 50 692 690 82 365 309 220 0 348 V/C Ratio(X) 0.74 0.59 0.59 0.34 0.76 0.76 0.67 0.31 0.31 0.61 0.00 0.86 Avail Cap(c_a), veh/h 203 795 833 169 692 690 123 457 387 249 0 415 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.9 15.3 15.3 35.1 19.6 19.6 34.6 25.4 25.4 33.6 0.0 28.0 Incr Delay (d2), s/veh 9.5 3.2 3.1 4.0 7.9 7.9 9.2 0.5 0.6 3.6 0.0 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 6.1 6.3 0.3 8.7 8.7 1.2 1.7 1.5 1.3 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.4 18.5 18.3 39.2 27.4 27.5 43.8 25.8 26.0 37.2 0.0 43.0 LnGrp LOS D B B D C C D C C D A D
Approach Vol, veh/h 1073 1074 264 436
Approach Delay, s/veh 20.9 27.6 29.6 41.2
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.7 38.4 7.9 20.8 10.9 34.1 9.2 19.5 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 30.1 5.1 * 19 8.4 28.7 5.3 18.0 Max Q Clear Time (g_c+I1), s 2.7 16.6 4.2 15.1 6.6 21.1 4.8 5.9 Green Ext Time (p_c), s 0.0 5.2 0.0 0.6 0.0 4.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
4: Discovery St. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 178 733 828 332 245 158
Future Volume (veh/h) 178 733 828 332 245 158
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900
Adj Flow Rate, veh/h 193 797 900 361 266 172
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 254 2140 1493 595 299 194
Arrive On Green 0.60 0.60 0.60 0.60 0.29 0.29
Sat Flow, veh/h 440 3647 2574 989 1046 676
Grp Volume(v), veh/h 193 797 643 618 439 0
Grp Sat Flow(s),veh/h/ln 440 1777 1777 1692 1726 0
Q Serve(g_s), s 30.1 9.3 18.2 18.4 19.6 0.0
Cycle Q Clear(g_c), s 48.5 9.3 18.2 18.4 19.6 0.0
Prop In Lane 1.00 0.58 0.61 0.39
Lane Grp Cap(c), veh/h 254 2140 1070 1019 494 0
V/C Ratio(X) 0.76 0.37 0.60 0.61 0.89 0.00
Avail Cap(c_a), veh/h 254 2140 1070 1019 911 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 27.5 8.2 10.0 10.0 27.5 0.0
Incr Delay (d2), s/veh 12.7 0.1 0.9 1.0 5.6 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 4.6 3.1 6.4 6.1 8.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.1 8.3 10.9 11.1 33.2 0.0
LnGrp LOS D A B B C A
Approach Vol, veh/h 990 1261 439
Approach Delay, s/veh 14.5 11.0 33.2
Approach LOS B B C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 53.0 27.6 53.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 42.5 48.5
Max Q Clear Time (g_c+I1), s 50.5 21.6 20.4
Green Ext Time (p_c), s 0.0 1.4 10.7
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Year 2035 AM
5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 67 17 356 62 17 177
Future Volume (veh/h) 67 17 356 62 17 177
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900 1870 1870 1870 1870
Adj Flow Rate, veh/h 73 18 387 67 18 192
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 2 2 2 2
Cap, veh/h 142 35 654 113 234 734
Arrive On Green 0.10 0.10 0.42 0.42 0.42 0.42
Sat Flow, veh/h 1403 346 1553 269 63 1744
Grp Volume(v), veh/h 92 0 0 454 210 0
Grp Sat Flow(s),veh/h/ln 1768 0 0 1822 1807 0
Q Serve(g_s), s 0.9 0.0 0.0 3.6 0.0 0.0
Cycle Q Clear(g_c), s 0.9 0.0 0.0 3.6 1.4 0.0
Prop In Lane 0.79 0.20 0.15 0.09
Lane Grp Cap(c), veh/h 179 0 0 767 968 0
V/C Ratio(X) 0.51 0.00 0.00 0.59 0.22 0.00
Avail Cap(c_a), veh/h 1688 0 0 1740 1888 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.0 0.0 0.0 4.2 3.6 0.0
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.7 0.1 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 0.3 0.0 0.0 0.2 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.3 0.0 0.0 4.9 3.7 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 92 454 210
Approach Delay, s/veh 10.3 4.9 3.7
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 12.4 12.4 6.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 5.6 3.4 2.9
Green Ext Time (p_c), s 2.3 1.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Year 2035 AM
6: Via Vera Cruz & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 836 62 114 997 94 42 171 62 55 193 25 Future Volume (veh/h) 38 836 62 114 997 94 42 171 62 55 193 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 41 909 67 124 1084 102 46 186 67 60 210 27 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 73 1314 586 153 1362 128 64 675 235 77 851 108 Arrive On Green 0.04 0.37 0.37 0.09 0.41 0.41 0.04 0.26 0.26 0.04 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3283 309 1781 2584 901 1781 3172 403 Grp Volume(v), veh/h 41 909 67 124 586 600 46 126 127 60 116 121 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1815 1781 1777 1708 1781 1777 1798 Q Serve(g_s), s 2.3 21.7 2.8 6.8 28.8 28.9 2.6 5.6 5.9 3.3 5.1 5.3 Cycle Q Clear(g_c), s 2.3 21.7 2.8 6.8 28.8 28.9 2.6 5.6 5.9 3.3 5.1 5.3 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.53 1.00 0.22
Lane Grp Cap(c), veh/h 73 1314 586 153 737 753 64 464 446 77 477 482 V/C Ratio(X) 0.56 0.69 0.11 0.81 0.80 0.80 0.72 0.27 0.29 0.78 0.24 0.25 Avail Cap(c_a), veh/h 109 1314 586 180 737 753 91 464 446 98 477 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 26.7 20.7 44.9 25.5 25.6 47.7 29.4 29.5 47.4 28.7 28.7 Incr Delay (d2), s/veh 6.7 3.0 0.4 20.7 8.7 8.6 14.4 1.4 1.6 25.6 1.2 1.2 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 1.1 9.5 1.1 3.9 13.5 13.8 1.4 2.6 2.6 2.0 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 29.7 21.1 65.6 34.2 34.1 62.0 30.8 31.1 72.9 29.9 29.9 LnGrp LOS D C C E C C E C C E C C
Approach Vol, veh/h 1017 1310 299 297
Approach Delay, s/veh 30.1 37.1 35.7 38.6
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.1 43.5 8.1 33.3 10.6 48.0 8.8 32.6 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 10.1 34.3 5.1 26.5 6.1 38.3 5.5 26.1 Max Q Clear Time (g_c+I1), s 8.8 23.7 4.6 7.3 4.3 30.9 5.3 7.9 Green Ext Time (p_c), s 0.0 4.8 0.0 1.2 0.0 4.4 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 AM
7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 974 35 104 998 67 60 91 225 38 89 25 Future Volume (veh/h) 37 974 35 104 998 67 60 91 225 38 89 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 40 1059 38 113 1085 73 65 99 245 41 97 27 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 66 1402 50 139 1569 700 105 477 404 88 352 98 Arrive On Green 0.04 0.40 0.40 0.08 0.44 0.44 0.06 0.26 0.26 0.05 0.25 0.25 Sat Flow, veh/h 1781 3499 126 1781 3554 1585 1781 1870 1585 1781 1408 392 Grp Volume(v), veh/h 40 538 559 113 1085 73 65 99 245 41 0 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1848 1781 1777 1585 1781 1870 1585 1781 0 1800 Q Serve(g_s), s 2.7 31.2 31.2 7.5 29.4 3.2 4.3 5.0 16.3 2.7 0.0 6.7 Cycle Q Clear(g_c), s 2.7 31.2 31.2 7.5 29.4 3.2 4.3 5.0 16.3 2.7 0.0 6.7 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 66 712 740 139 1569 700 105 477 404 88 0 450 V/C Ratio(X) 0.61 0.76 0.76 0.82 0.69 0.10 0.62 0.21 0.61 0.46 0.00 0.28 Avail Cap(c_a), veh/h 104 712 740 186 1569 700 134 477 404 119 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.9 30.9 30.9 54.5 26.9 19.6 55.1 35.1 39.4 55.5 0.0 36.2 Incr Delay (d2), s/veh 8.8 7.3 7.1 18.2 2.5 0.3 5.8 1.0 6.6 3.7 0.0 1.5 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 1.4 14.6 15.2 4.1 12.8 1.3 2.1 2.4 7.1 1.3 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.8 38.2 38.0 72.6 29.4 19.9 60.9 36.1 46.0 59.2 0.0 37.8 LnGrp LOS E D D E C B E D D E A D
Approach Vol, veh/h 1137 1271 409 165
Approach Delay, s/veh 39.1 32.7 46.0 43.1
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.8 54.1 13.1 37.0 10.9 59.0 12.5 37.6 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 12.5 43.5 9.0 * 30 7.0 49.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.5 33.2 6.3 8.7 4.7 31.4 4.7 18.3 Green Ext Time (p_c), s 0.1 5.1 0.0 0.6 0.0 7.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 1111 55 241 1194 239 50 31 76 155 61 15 Future Volume (veh/h) 30 1111 55 241 1194 239 50 31 76 155 61 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 33 1208 60 262 1298 260 54 34 83 168 66 16 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 69 1997 99 325 1872 699 240 536 603 258 833 195 Arrive On Green 0.04 0.32 0.32 0.09 0.37 0.37 0.07 0.29 0.29 0.07 0.29 0.29 Sat Flow, veh/h 1781 6326 313 3456 5106 1585 3456 1870 1585 3456 2857 669 Grp Volume(v), veh/h 33 921 347 262 1298 260 54 34 83 168 40 42 Grp Sat Flow(s),veh/h/ln 1781 1609 1814 1728 1702 1585 1728 1870 1585 1728 1777 1750 Q Serve(g_s), s 2.2 19.4 19.4 8.9 25.9 13.2 1.8 1.6 4.1 5.7 2.0 2.1 Cycle Q Clear(g_c), s 2.2 19.4 19.4 8.9 25.9 13.2 1.8 1.6 4.1 5.7 2.0 2.1 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 69 1523 573 325 1872 699 240 536 603 258 518 510 V/C Ratio(X) 0.48 0.60 0.61 0.81 0.69 0.37 0.22 0.06 0.14 0.65 0.08 0.08 Avail Cap(c_a), veh/h 104 1523 573 441 1872 699 288 536 603 317 518 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 34.7 34.8 53.3 32.3 22.4 52.8 31.1 24.3 54.0 30.8 30.8 Incr Delay (d2), s/veh 5.0 1.8 4.7 7.8 2.1 1.5 0.5 0.2 0.5 3.4 0.3 0.3 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 1.1 7.8 9.3 4.2 10.9 5.2 0.8 0.8 1.6 2.6 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 36.5 39.5 61.0 34.4 23.9 53.2 31.3 24.8 57.3 31.1 31.2 LnGrp LOS E D D E C C D C C E C C
Approach Vol, veh/h 1301 1820 171 250
Approach Delay, s/veh 37.9 36.8 35.1 48.7
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.8 44.9 15.3 42.0 11.7 51.0 16.0 41.4 Change Period (Y+Rc), s 6.5 7.0 7.0 7.0 7.0 * 7 7.0 7.0 Max Green Setting (Gmax), s 15.3 32.2 10.0 35.0 7.0 * 41 11.0 34.0 Max Q Clear Time (g_c+I1), s 10.9 21.4 3.8 4.1 4.2 27.9 7.7 6.1 Green Ext Time (p_c), s 0.4 6.1 0.0 0.4 0.0 7.8 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
9: San Marcos Blvd. & SR-78 EB Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 678 827 209 1726 0 0 0 0 176 0 90 Future Volume (veh/h) 0 678 827 209 1726 0 0 0 0 176 0 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 737 899 227 1876 0 191 0 98
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 2274 1242 387 3401 0 403 0 185
Arrive On Green 0.00 0.45 0.45 0.11 0.67 0.00 0.12 0.00 0.12 Sat Flow, veh/h 0 5274 2790 3456 5274 0 3456 0 1585
Grp Volume(v), veh/h 0 737 899 227 1876 0 191 0 98
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 3.9 10.9 2.6 8.0 0.0 2.1 0.0 2.4
Cycle Q Clear(g_c), s 0.0 3.9 10.9 2.6 8.0 0.0 2.1 0.0 2.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2274 1242 387 3401 0 403 0 185 V/C Ratio(X) 0.00 0.32 0.72 0.59 0.55 0.00 0.47 0.00 0.53 Avail Cap(c_a), veh/h 0 2653 1450 710 4258 0 961 0 441
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.4 9.4 17.5 3.6 0.0 17.1 0.0 17.2 Incr Delay (d2), s/veh 0.0 0.1 1.5 1.4 0.1 0.0 0.9 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 2.6 1.0 1.0 0.0 0.8 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.5 10.9 18.9 3.8 0.0 18.0 0.0 19.6 LnGrp LOS A A B B A A B A B
Approach Vol, veh/h 1636 2103 289
Approach Delay, s/veh 9.4 5.4 18.5
Approach LOS A A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 22.9 9.3 32.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 21.5 11.5 34.5
Max Q Clear Time (g_c+I1), s 4.6 12.9 4.4 10.0
Green Ext Time (p_c), s 0.3 5.5 0.6 16.1
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2035 AM
10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 434 84 0 984 119 778 283 30 87 0 517 Future Volume (veh/h) 248 434 84 0 984 119 778 283 30 87 0 517 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 270 472 0 0 1070 129 846 308 33 95 0 562 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 0 2 2 2 2 2 2 0 2
Cap, veh/h 344 1383 0 1208 375 924 1242 132 122 0 0
Arrive On Green 0.10 0.39 0.00 0.00 0.24 0.24 0.27 0.38 0.38 0.07 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3241 345 1781 95 Grp Volume(v), veh/h 270 472 0 0 1070 129 846 168 173 95 49.1 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1808 1781 D Q Serve(g_s), s 6.5 8.0 0.0 0.0 17.2 5.8 20.2 5.5 5.6 4.5 Cycle Q Clear(g_c), s 6.5 8.0 0.0 0.0 17.2 5.8 20.2 5.5 5.6 4.5 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.19 1.00
Lane Grp Cap(c), veh/h 344 1383 0 1208 375 924 681 693 122 V/C Ratio(X) 0.78 0.34 0.00 0.89 0.34 0.92 0.25 0.25 0.78 Avail Cap(c_a), veh/h 345 1400 0 1231 382 955 681 693 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 18.3 0.0 0.0 31.3 27.0 30.2 17.9 17.9 39.0 Incr Delay (d2), s/veh 11.2 0.1 0.0 0.0 7.9 0.5 13.0 0.9 0.9 10.1 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 %ile BackOfQ(50%),veh/ln 3.2 3.2 0.0 0.0 7.7 0.1 9.7 2.3 2.4 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 18.4 0.0 0.0 39.3 27.5 43.2 18.7 18.7 49.1 LnGrp LOS D B A D C D B B D
Approach Vol, veh/h 742 A 1199 1187
Approach Delay, s/veh 29.4 38.0 36.2
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 10.3 37.1 37.6 27.2 13.0 24.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.4 32.6 33.5 23.5 8.5 20.5 Max Q Clear Time (g_c+I1), s 6.5 7.6 10.0 22.2 8.5 19.2 Green Ext Time (p_c), s 0.1 2.0 3.2 0.5 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC Year 2035 AM
11: San Marcos Blvd. & Westlake Dr. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 535 851 68 23 49
Future Vol, veh/h 31 535 851 68 23 49
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 - - - 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 34 582 925 74 25 53
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 999 0 - 0 1321 500
Stage 1 - - - - 962 -
Stage 2 - - - - 359 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 689 - - - 148 516
Stage 1 - - - - 331 -
Stage 2 - - - - 677 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 689 - - - 141 516
Mov Cap-2 Maneuver - - - - 141 -
Stage 1 - - - - 315 -
Stage 2 - - - - 677 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 22.9

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 689 - - - 279
HCM Lane V/C Ratio 0.049 - - - 0.281
HCM Control Delay (s) 10.5 - - - 22.9
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.2 - - - 1.1
HCM Signalized Intersection Capacity Analysis Year 2035 AM 12: San Marcos Blvd. & Pico Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 133 575 14 0 693 146 7 2 5 172 4 80 Future Volume (vph) 133 575 14 0 693 146 7 2 5 172 4 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1583 1791 1583 1776 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.31 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 573 1583 1348 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 145 625 15 0 753 159 8 2 5 187 4 87
RTOR Reduction (vph) 0 0 8 0 0 104 0 0 4 0 0 66
Lane Group Flow (vph) 145 625 7 0 753 55 0 10 1 0 191 21 Turn Type Prot NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 6 3 4
Permitted Phases 2 6 3 3 4 4
Actuated Green, G (s) 11.0 62.0 62.0 45.0 45.0 18.0 18.0 31.0 31.0 Effective Green, g (s) 11.0 62.0 62.0 45.0 45.0 18.0 18.0 31.0 31.0 Actuated g/C Ratio 0.08 0.48 0.48 0.35 0.35 0.14 0.14 0.24 0.24 Clearance Time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 149 1687 754 1225 547 79 219 321 377 v/s Ratio Prot c0.08 0.18 c0.21
v/s Ratio Perm 0.00 0.03 c0.02 0.00 c0.14 0.01
v/c Ratio 0.97 0.37 0.01 0.61 0.10 0.13 0.00 0.60 0.06
Uniform Delay, d1 59.4 21.6 17.9 35.3 28.8 49.1 48.3 43.9 38.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 65.2 0.6 0.0 2.3 0.4 3.3 0.0 7.9 0.3 Delay (s) 124.5 22.2 17.9 37.6 29.2 52.4 48.3 51.8 38.5 Level of Service F C B D C D D D D
Approach Delay (s) 41.0 36.1 51.0 47.6
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 AM Without Improvements 13: Craven Rd. & Discovery St. 04/27/2022
04/18/2017 Baseline Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 690 294 31 424 635 15
Future Volume (veh/h) 690 294 31 424 635 15
Initial Q (Qb), veh 0 0 0 0 0 0
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 750 320 34 461 690 16
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 861 367 155 1262 882 785
Arrive On Green 0.35 0.35 0.35 0.35 0.50 0.50
Sat Flow, veh/h 2520 1035 527 3647 1781 1585
Grp Volume(v), veh/h 549 521 34 461 690 16
Grp Sat Flow(s),veh/h/ln 1777 1684 527 1777 1781 1585
Q Serve(g_s), s 17.3 17.3 3.9 5.8 19.2 0.3
Cycle Q Clear(g_c), s 17.3 17.3 21.2 5.8 19.2 0.3
Prop In Lane 0.61 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 631 598 155 1262 882 785
V/C Ratio(X) 0.87 0.87 0.22 0.37 0.78 0.02
Avail Cap(c_a), veh/h 631 598 155 1262 882 785
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.1 18.1 28.0 14.3 12.5 7.7
Incr Delay (d2), s/veh 12.6 13.2 0.7 0.2 6.9 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 8.4 8.1 0.5 2.1 7.9 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 31.3 28.7 14.5 19.4 7.8
LnGrp LOS C C C B B A
Approach Vol, veh/h 1070 495 706
Approach Delay, s/veh 31.0 15.5 19.1
Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 34.2 25.8 25.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.7 21.3 21.3
Max Q Clear Time (g_c+I1), s 21.2 19.3 23.2
Green Ext Time (p_c), s 1.8 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 AM
14: Grand Ave. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 665 19 7 763 0 17 0 50 0 0 0
Future Volume (veh/h) 0 665 19 7 763 0 17 0 50 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 723 21 8 829 0 18 0 54 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 4 1291 37 19 1655 0 184 45 420 0 666 565
Arrive On Green 0.00 0.37 0.37 0.01 0.47 0.00 0.36 0.00 0.36 0.00 0.00 0.00 Sat Flow, veh/h 1781 3526 102 1781 3647 0 266 127 1180 0 1870 1585 Grp Volume(v), veh/h 0 364 380 8 829 0 72 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1852 1781 1777 0 1573 0 0 0 1870 1585 Q Serve(g_s), s 0.0 8.3 8.3 0.2 8.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 8.3 8.3 0.2 8.2 0.0 1.5 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.00 0.25 0.75 0.00 1.00
Lane Grp Cap(c), veh/h 4 651 678 19 1655 0 649 0 0 0 666 565 V/C Ratio(X) 0.00 0.56 0.56 0.43 0.50 0.00 0.11 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 176 651 678 176 1655 0 649 0 0 0 666 565 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.8 12.8 24.8 9.4 0.0 11.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.5 3.3 14.7 1.1 0.0 0.3 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.4 3.5 0.2 2.7 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.2 16.1 39.5 10.5 0.0 11.3 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B B D B A B A A A A A
Approach Vol, veh/h 744 837 72 0
Approach Delay, s/veh 16.2 10.8 11.3 0.0
Approach LOS B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 23.0 22.5 0.0 28.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.5 18.0 5.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 2.2 10.3 3.5 0.0 10.2 0.0
Green Ext Time (p_c), s 0.0 2.9 0.2 0.0 3.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
15: Discovery St. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 700 6 20 763 221 16 0 30 95 0 63 Future Volume (veh/h) 148 700 6 20 763 221 16 0 30 95 0 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 161 761 7 22 829 240 17 0 33 103 0 68 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 205 1768 16 49 1094 317 169 26 134 378 244 207 Arrive On Green 0.11 0.49 0.49 0.03 0.40 0.40 0.13 0.00 0.13 0.13 0.00 0.13 Sat Flow, veh/h 1781 3608 33 1781 2719 787 331 196 1025 1376 1870 1585 Grp Volume(v), veh/h 161 375 393 22 542 527 50 0 0 103 0 68 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1729 1552 0 0 1376 1870 1585 Q Serve(g_s), s 3.4 5.2 5.2 0.5 10.0 10.1 0.0 0.0 0.0 1.3 0.0 1.5 Cycle Q Clear(g_c), s 3.4 5.2 5.2 0.5 10.0 10.1 1.0 0.0 0.0 2.4 0.0 1.5 Prop In Lane 1.00 0.02 1.00 0.46 0.34 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 205 871 914 49 715 696 328 0 0 378 244 207 V/C Ratio(X) 0.79 0.43 0.43 0.45 0.76 0.76 0.15 0.00 0.00 0.27 0.00 0.33 Avail Cap(c_a), veh/h 256 871 914 232 834 812 833 0 0 845 878 744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.5 6.3 6.3 18.4 9.8 9.8 14.9 0.0 0.0 15.5 0.0 15.1 Incr Delay (d2), s/veh 12.0 0.3 0.3 6.5 3.4 3.5 0.2 0.0 0.0 0.4 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.3 1.3 0.3 3.4 3.3 0.3 0.0 0.0 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 6.7 6.6 24.8 13.3 13.4 15.2 0.0 0.0 15.8 0.0 16.1 LnGrp LOS C A A C B B B A A B A B
Approach Vol, veh/h 929 1091 50 171
Approach Delay, s/veh 10.4 13.6 15.2 15.9
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 9.5 5.5 23.3 9.5 8.9 19.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 5.0 18.5 18.0 5.5 18.0 Max Q Clear Time (g_c+I1), s 3.0 2.5 7.2 4.4 5.4 12.1
Green Ext Time (p_c), s 0.1 0.0 3.7 0.4 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
16: Rush Dr. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 639 108 234 325 108 114
Future Volume (veh/h) 639 108 234 325 108 114
Initial Q (Qb), veh 0 0 0 0 0 0
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 695 117 254 353 117 124
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1136 191 434 2197 255 227
Arrive On Green 0.37 0.37 0.13 0.62 0.14 0.14
Sat Flow, veh/h 3137 512 3456 3647 1781 1585
Grp Volume(v), veh/h 406 406 254 353 117 124
Grp Sat Flow(s),veh/h/ln 1777 1778 1728 1777 1781 1585
Q Serve(g_s), s 7.0 7.0 2.6 1.6 2.3 2.7
Cycle Q Clear(g_c), s 7.0 7.0 2.6 1.6 2.3 2.7
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 663 664 434 2197 255 227
V/C Ratio(X) 0.61 0.61 0.58 0.16 0.46 0.55
Avail Cap(c_a), veh/h 1296 1297 1054 4099 1063 946
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.6 9.6 15.6 3.1 14.8 15.0
Incr Delay (d2), s/veh 0.9 0.9 1.3 0.0 1.3 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 2.1 0.9 0.2 0.9 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.5 10.5 16.8 3.1 16.1 17.1
LnGrp LOS B B B A B B
Approach Vol, veh/h 812 607 241
Approach Delay, s/veh 10.5 8.8 16.6
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 9.9 9.2 18.6 27.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 11.5 27.5 43.5
Max Q Clear Time (g_c+I1), s 4.7 4.6 9.0 3.6
Green Ext Time (p_c), s 0.7 0.5 5.1 2.5
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
17: Discovery St. & Street A 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 697 56 56 522 157 38 0 38 67 0 45 Future Volume (veh/h) 105 697 56 56 522 157 38 0 38 67 0 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 114 758 61 61 567 171 41 0 41 73 0 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 1641 132 86 1627 726 261 23 211 305 19 166 Arrive On Green 0.08 0.49 0.49 0.05 0.46 0.46 0.28 0.00 0.28 0.28 0.00 0.28 Sat Flow, veh/h 1781 3331 268 1781 3554 1585 680 84 763 823 68 598 Grp Volume(v), veh/h 114 404 415 61 567 171 82 0 0 122 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1585 1527 0 0 1489 0 0 Q Serve(g_s), s 4.6 11.1 11.1 2.5 7.6 4.9 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 4.6 11.1 11.1 2.5 7.6 4.9 2.6 0.0 0.0 4.3 0.0 0.0 Prop In Lane 1.00 0.15 1.00 1.00 0.50 0.50 0.60 0.40
Lane Grp Cap(c), veh/h 148 876 898 86 1627 726 495 0 0 490 0 0 V/C Ratio(X) 0.77 0.46 0.46 0.71 0.35 0.24 0.17 0.00 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 373 876 898 228 1627 726 495 0 0 490 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.3 12.3 12.3 34.7 12.9 12.2 20.3 0.0 0.0 20.8 0.0 0.0 Incr Delay (d2), s/veh 8.2 1.8 1.7 10.3 0.6 0.8 0.7 0.0 0.0 1.2 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 4.4 4.5 1.3 2.9 1.7 1.1 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 14.1 14.0 45.0 13.5 13.0 21.1 0.0 0.0 22.1 0.0 0.0 LnGrp LOS D B B D B B C A A C A A
Approach Vol, veh/h 933 799 82 122
Approach Delay, s/veh 17.4 15.8 21.1 22.1
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 41.0 25.0 10.7 38.4 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 36.5 20.5 15.5 30.5 20.5 Max Q Clear Time (g_c+I1), s 4.5 13.1 4.6 6.6 9.6 6.3
Green Ext Time (p_c), s 0.0 5.5 0.3 0.2 4.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Year 2035 AM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 19 236 42 85 330 4 33 2 48 3 3 12
Future Volume (vph) 19 236 42 85 330 4 33 2 48 3 3 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.85 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1770 3459 1770 3533 1779 1583 1677
Flt Permitted 0.95 1.00 0.95 1.00 0.46 1.00 1.00
Satd. Flow (perm) 1770 3459 1770 3533 854 1583 1691
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 21 257 46 92 359 4 36 2 52 3 3 13
RTOR Reduction (vph) 0 9 0 0 0 0 0 0 46 0 13 0
Lane Group Flow (vph) 21 294 0 92 363 0 0 38 6 0 6 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 7 8
Permitted Phases 7 7 8
Actuated Green, G (s) 1.0 33.3 7.1 39.4 8.5 8.5 1.3
Effective Green, g (s) 1.0 33.3 7.1 39.4 8.5 8.5 1.3
Actuated g/C Ratio 0.01 0.46 0.10 0.55 0.12 0.12 0.02
Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 24 1595 174 1927 100 186 30
v/s Ratio Prot 0.01 0.09 c0.05 c0.10
v/s Ratio Perm c0.04 0.00 c0.00
v/c Ratio 0.88 0.18 0.53 0.19 0.38 0.03 0.21
Uniform Delay, d1 35.5 11.5 31.0 8.3 29.4 28.2 34.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 127.4 0.3 2.9 0.2 2.4 0.1 3.4
Delay (s) 162.9 11.7 33.8 8.5 31.8 28.3 38.4
Level of Service F B C A C C D
Approach Delay (s) 21.5 13.6 29.8 38.4
Approach LOS C B C D
Intersection Summary
HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 72.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 AM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 272 5 14 343 10 14 0 7 8 0 7
Future Volume (vph) 97 272 5 14 343 10 14 0 7 8 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3530 3433 3539 1583 1770 1583 1770 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3433 3530 3433 3539 1583 1770 1583 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 105 296 5 15 373 11 15 0 8 9 0 8
RTOR Reduction (vph) 0 1 0 0 0 8 0 0 6 0 0 6
Lane Group Flow (vph) 105 300 0 15 373 3 0 15 2 9 0 2
Turn Type Prot NA Prot NA Perm Split NA Perm Split Perm Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 4 3
Actuated Green, G (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Effective Green, g (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Actuated g/C Ratio 0.06 0.29 0.02 0.25 0.25 0.26 0.26 0.26 0.26 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 1025 75 884 395 456 408 456 408
v/s Ratio Prot c0.03 0.09 0.00 c0.11 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.49 0.29 0.20 0.42 0.01 0.03 0.01 0.02 0.01
Uniform Delay, d1 58.0 35.2 61.5 40.2 36.1 35.6 35.3 35.4 35.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.7 1.3 1.5 0.0 0.1 0.0 0.1 0.0 Delay (s) 59.8 35.9 62.8 41.7 36.1 35.7 35.3 35.5 35.3
Level of Service E D E D D D D D D
Approach Delay (s) 42.1 42.4 35.6 35.4
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 41.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 128.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 AM 20: Rush Dr. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 224 222 24 38 190 34 25 72 32 17 32 134 Future Volume (vph) 224 222 24 38 190 34 25 72 32 17 32 134 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3488 3433 3459 1770 1776 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3488 3433 3459 1770 1776 1770 1863 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 243 241 26 41 207 37 27 78 35 18 35 146 RTOR Reduction (vph) 0 6 0 0 12 0 0 19 0 0 0 129
Lane Group Flow (vph) 243 261 0 41 232 0 27 94 0 18 35 17 Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 1 6 8 8 7 7
Permitted Phases 7
Actuated Green, G (s) 10.8 30.4 3.7 23.3 7.7 7.7 8.7 8.7 8.7 Effective Green, g (s) 10.8 30.4 3.7 23.3 7.7 7.7 8.7 8.7 8.7 Actuated g/C Ratio 0.15 0.41 0.05 0.32 0.10 0.10 0.12 0.12 0.12 Clearance Time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 259 1438 172 1093 184 185 208 219 186 v/s Ratio Prot c0.14 0.07 0.01 c0.07 0.02 c0.05 0.01 c0.02 v/s Ratio Perm 0.01
v/c Ratio 0.94 0.18 0.24 0.21 0.15 0.51 0.09 0.16 0.09
Uniform Delay, d1 31.1 13.7 33.6 18.5 30.0 31.2 29.0 29.2 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 39.0 0.3 0.7 0.1 0.4 2.2 0.2 0.3 0.2 Delay (s) 70.1 14.0 34.4 18.6 30.4 33.4 29.1 29.6 29.2
Level of Service E B C B C C C C C
Approach Delay (s) 40.8 20.8 32.8 29.3
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 73.7 Sum of lost time (s) 23.2 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 AM
21: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 83 126 5 44 62 862 55 11 886 1 Future Volume (veh/h) 3 0 83 126 5 44 62 862 55 11 886 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 3 0 90 137 5 48 67 937 60 12 963 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 76 4 197 333 7 210 107 1989 127 27 2853 3
Arrive On Green 0.13 0.00 0.13 0.13 0.13 0.13 0.06 0.59 0.59 0.02 0.54 0.54 Sat Flow, veh/h 19 30 1490 1462 53 1585 1781 3391 217 1781 5268 5 Grp Volume(v), veh/h 93 0 0 142 0 48 67 491 506 12 622 342 Grp Sat Flow(s),veh/h/ln 1540 0 0 1515 0 1585 1781 1777 1831 1781 1702 1869 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 1.4 1.9 8.0 8.0 0.3 5.2 5.2 Cycle Q Clear(g_c), s 4.2 0.0 0.0 4.2 0.0 1.4 1.9 8.0 8.0 0.3 5.2 5.2 Prop In Lane 0.03 0.97 0.96 1.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 277 0 0 340 0 210 107 1042 1074 27 1844 1013 V/C Ratio(X) 0.34 0.00 0.00 0.42 0.00 0.23 0.63 0.47 0.47 0.44 0.34 0.34 Avail Cap(c_a), veh/h 643 0 0 646 0 578 193 1042 1074 179 1844 1013 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 0.0 20.9 0.0 19.7 23.3 6.0 6.0 24.8 6.5 6.5 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.8 0.0 0.5 5.9 1.5 1.5 10.7 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 1.5 0.0 0.5 0.9 2.4 2.5 0.2 1.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 0.0 0.0 21.8 0.0 20.3 29.1 7.5 7.5 35.5 7.0 7.4 LnGrp LOS C A A C A C C A A D A A
Approach Vol, veh/h 93 190 1064 976
Approach Delay, s/veh 21.0 21.4 8.9 7.5
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 34.3 11.2 7.6 32.0 11.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 27.9 18.5 5.5 27.5 18.5 Max Q Clear Time (g_c+I1), s 2.3 10.0 6.2 3.9 7.2 6.2
Green Ext Time (p_c), s 0.0 6.3 0.3 0.0 6.5 0.7
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2035 AM
22: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 6 20 24 3 242 22 877 28 71 846 43 Future Volume (veh/h) 53 6 20 24 3 242 22 877 28 71 846 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 58 7 22 26 3 263 24 953 30 77 920 47 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 91 80 253 65 3 295 46 1851 58 97 2759 141
Arrive On Green 0.05 0.20 0.20 0.04 0.19 0.19 0.03 0.53 0.53 0.05 0.55 0.55 Sat Flow, veh/h 1781 397 1248 1781 18 1570 1781 3517 111 1781 4975 254 Grp Volume(v), veh/h 58 0 29 26 0 266 24 482 501 77 629 338 Grp Sat Flow(s),veh/h/ln 1781 0 1646 1781 0 1588 1781 1777 1850 1781 1702 1825 Q Serve(g_s), s 4.5 0.0 2.0 2.0 0.0 22.9 1.9 24.7 24.7 6.0 14.1 14.2 Cycle Q Clear(g_c), s 4.5 0.0 2.0 2.0 0.0 22.9 1.9 24.7 24.7 6.0 14.1 14.2 Prop In Lane 1.00 0.76 1.00 0.99 1.00 0.06 1.00 0.14
Lane Grp Cap(c), veh/h 91 0 333 65 0 298 46 935 974 97 1888 1012 V/C Ratio(X) 0.64 0.00 0.09 0.40 0.00 0.89 0.52 0.51 0.51 0.80 0.33 0.33 Avail Cap(c_a), veh/h 127 0 476 102 0 437 83 935 974 108 1888 1012 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.1 0.0 45.3 66.0 0.0 55.5 67.3 21.5 21.5 65.4 17.0 17.1 Incr Delay (d2), s/veh 7.2 0.0 0.1 4.0 0.0 14.9 8.7 2.0 1.9 30.2 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.8 1.0 0.0 10.4 1.0 10.8 11.2 3.5 5.7 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.3 0.0 45.4 69.9 0.0 70.4 76.0 23.6 23.5 95.7 17.5 17.9 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 87 292 1007 1044
Approach Delay, s/veh 63.3 70.4 24.8 23.4
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.1 80.0 13.2 32.8 10.1 83.9 11.1 34.8 Change Period (Y+Rc), s 6.5 6.3 6.0 6.5 6.5 6.3 6.0 6.5 Max Green Setting (Gmax), s 8.5 57.7 10.0 38.5 6.5 59.7 8.0 40.5 Max Q Clear Time (g_c+I1), s 8.0 26.7 6.5 24.9 3.9 16.2 4.0 4.0 Green Ext Time (p_c), s 0.0 7.5 0.0 1.4 0.0 8.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 AM
23: Twin Oaks Valley Rd. & Craven Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 93 173 38 28 40 201 726 103 339 641 39 Future Volume (veh/h) 52 93 173 38 28 40 201 726 103 339 641 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 57 101 188 41 30 43 218 789 112 368 697 42 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 230 510 228 92 240 203 254 1986 280 453 2107 126 Arrive On Green 0.07 0.14 0.14 0.05 0.13 0.13 0.14 0.44 0.44 0.13 0.43 0.43 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4522 638 3456 4926 295 Grp Volume(v), veh/h 57 101 188 41 30 43 218 593 308 368 481 258 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1756 1728 1702 1817 Q Serve(g_s), s 1.8 2.8 12.9 2.5 1.6 2.7 13.4 13.2 13.4 11.6 10.5 10.6 Cycle Q Clear(g_c), s 1.8 2.8 12.9 2.5 1.6 2.7 13.4 13.2 13.4 11.6 10.5 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.36 1.00 0.16
Lane Grp Cap(c), veh/h 230 510 228 92 240 203 254 1495 771 453 1456 777 V/C Ratio(X) 0.25 0.20 0.83 0.45 0.12 0.21 0.86 0.40 0.40 0.81 0.33 0.33 Avail Cap(c_a), veh/h 355 1126 502 199 609 516 580 1495 771 817 1456 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 42.3 46.6 51.6 43.3 43.7 46.9 21.3 21.4 47.3 21.4 21.4 Incr Delay (d2), s/veh 0.6 0.2 7.4 3.4 0.2 0.5 8.2 0.8 1.5 3.6 0.6 1.1 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 0.8 1.2 5.5 1.2 0.8 1.1 6.5 5.4 5.8 5.2 4.3 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.2 42.5 54.0 55.0 43.5 44.3 55.2 22.1 22.9 50.9 22.0 22.5 LnGrp LOS D D D D D D E C C D C C
Approach Vol, veh/h 346 114 1119 1107
Approach Delay, s/veh 50.0 47.9 28.8 31.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.2 56.0 12.3 22.6 22.5 54.7 14.0 20.9 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 26.5 49.2 12.5 35.5 36.5 39.2 11.5 36.5 Max Q Clear Time (g_c+I1), s 13.6 15.4 4.5 14.9 15.4 12.6 3.8 4.7 Green Ext Time (p_c), s 1.1 7.1 0.0 1.2 0.6 5.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis Year 2035 AM 24: Twin Oaks Valley Rd. & Campus Market Pl. 04/27/2022 HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 27 1 51 4 1 7 81 1008 6 42 945 27
Future Volume (vph) 27 1 51 4 1 7 81 1008 6 42 945 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 0.91 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1777 1583 1770 1863 1583 3433 5080 1770 5064 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1777 1583 1770 1863 1583 3433 5080 1770 5064 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 1 55 4 1 8 88 1096 7 46 1027 29
RTOR Reduction (vph) 0 0 52 0 0 8 0 0 0 0 1 0
Lane Group Flow (vph) 0 30 3 4 1 0 88 1103 0 46 1055 0
Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 7 7 8 8 5 2 1 6
Permitted Phases 7 8
Actuated Green, G (s) 6.8 6.8 2.8 2.8 2.8 8.8 90.6 8.0 89.8 Effective Green, g (s) 6.8 6.8 2.8 2.8 2.8 8.8 90.6 8.0 89.8 Actuated g/C Ratio 0.05 0.05 0.02 0.02 0.02 0.07 0.67 0.06 0.67 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 89 79 36 38 32 223 3409 104 3368
v/s Ratio Prot c0.02 c0.00 0.00 0.03 c0.22 c0.03 0.21
v/s Ratio Perm 0.00 0.00
v/c Ratio 0.34 0.04 0.11 0.03 0.01 0.39 0.32 0.44 0.31
Uniform Delay, d1 61.9 61.0 64.9 64.8 64.7 60.5 9.3 61.3 9.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 1.4 0.3 0.1 1.2 0.3 3.0 0.2 Delay (s) 64.2 61.2 66.2 65.0 64.8 61.7 9.6 64.3 9.8
Level of Service E E E E E E A E A
Approach Delay (s) 62.2 65.3 13.4 12.1
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 AM
25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 158 6 168 234 181 12 818 150 386 1178 569 Future Volume (veh/h) 244 158 6 168 234 181 12 818 150 386 1178 569 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 265 172 7 183 254 197 13 889 163 420 1280 618 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 315 911 37 233 523 244 98 1744 318 473 2606 809 Arrive On Green 0.09 0.18 0.18 0.07 0.15 0.15 0.03 0.40 0.40 0.14 0.51 0.51 Sat Flow, veh/h 3456 5035 203 3456 3404 1585 3456 4340 792 3456 5106 1585 Grp Volume(v), veh/h 265 116 63 183 254 197 13 696 356 420 1280 618 Grp Sat Flow(s),veh/h/ln 1728 1702 1834 1728 1702 1585 1728 1702 1728 1728 1702 1585 Q Serve(g_s), s 10.6 4.0 4.1 7.3 9.6 16.8 0.5 21.5 21.7 16.7 22.9 43.8 Cycle Q Clear(g_c), s 10.6 4.0 4.1 7.3 9.6 16.8 0.5 21.5 21.7 16.7 22.9 43.8 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 315 616 332 233 523 244 98 1368 694 473 2606 809 V/C Ratio(X) 0.84 0.19 0.19 0.79 0.49 0.81 0.13 0.51 0.51 0.89 0.49 0.76 Avail Cap(c_a), veh/h 358 936 504 296 875 408 247 1368 694 531 2606 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.6 48.6 48.6 64.3 54.2 57.3 66.3 31.5 31.5 59.3 22.4 27.5 Incr Delay (d2), s/veh 14.9 0.1 0.3 10.3 0.7 6.3 0.6 1.4 2.7 15.4 0.7 6.8 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 5.3 1.7 1.9 3.6 4.2 7.2 0.2 9.2 9.6 8.3 9.4 17.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.6 48.8 48.9 74.5 54.9 63.5 66.9 32.8 34.2 74.8 23.1 34.3 LnGrp LOS E D D E D E E C C E C C
Approach Vol, veh/h 444 634 1065 2318
Approach Delay, s/veh 66.0 63.2 33.7 35.4
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.7 63.8 16.4 33.1 11.5 79.0 20.2 29.3 Change Period (Y+Rc), s 7.5 7.5 7.0 7.8 7.5 7.5 7.5 * 7.8 Max Green Setting (Gmax), s 21.5 38.2 12.0 38.5 10.0 49.7 14.5 * 36 Max Q Clear Time (g_c+I1), s 18.7 23.7 9.3 6.1 2.5 45.8 12.6 18.8 Green Ext Time (p_c), s 0.5 6.2 0.1 1.1 0.0 3.2 0.2 2.7 Intersection Summary
HCM 6th Ctrl Delay 42.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
26: Twin Oaks Valley Rd. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 50 67 1 51 43 68 1959 14 341 1755 256 Future Volume (veh/h) 250 50 67 1 51 43 68 1959 14 341 1755 256 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 272 54 73 1 55 47 74 2129 15 371 1908 278 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 374 383 171 227 232 104 180 3024 21 463 3070 447 Arrive On Green 0.11 0.11 0.11 0.07 0.07 0.07 0.05 0.46 0.46 0.13 0.54 0.54 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6641 47 3456 5714 832 Grp Volume(v), veh/h 272 54 73 1 55 47 74 1547 597 371 1611 575 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1862 1728 1609 1721 Q Serve(g_s), s 5.8 1.0 3.3 0.0 1.1 2.2 1.6 19.5 19.5 7.9 17.6 17.6 Cycle Q Clear(g_c), s 5.8 1.0 3.3 0.0 1.1 2.2 1.6 19.5 19.5 7.9 17.6 17.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.48
Lane Grp Cap(c), veh/h 374 383 171 227 232 104 180 2197 848 463 2593 924 V/C Ratio(X) 0.73 0.14 0.43 0.00 0.24 0.45 0.41 0.70 0.70 0.80 0.62 0.62 Avail Cap(c_a), veh/h 623 847 378 819 1048 468 232 2197 848 532 2593 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 30.7 31.7 33.1 33.7 34.2 34.9 16.6 16.6 31.9 12.2 12.2 Incr Delay (d2), s/veh 2.7 0.2 1.7 0.0 0.5 3.1 1.5 1.9 4.9 7.6 1.1 3.1 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 2.5 0.4 1.3 0.0 0.5 0.9 0.7 6.9 8.7 3.7 5.8 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.5 30.9 33.4 33.2 34.2 37.3 36.4 18.5 21.5 39.5 13.3 15.4 LnGrp LOS D C C C C D D B C D B B
Approach Vol, veh/h 399 103 2218 2557
Approach Delay, s/veh 34.5 35.6 19.9 17.6
Approach LOS C D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.7 39.1 9.5 12.7 8.5 45.3 12.7 9.5 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 11.7 34.2 18.0 18.1 5.1 40.8 13.7 22.4 Max Q Clear Time (g_c+I1), s 9.9 21.5 2.0 5.3 3.6 19.6 7.8 4.2 Green Ext Time (p_c), s 0.3 10.3 0.0 0.4 0.0 15.9 0.5 0.4 Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 AM
27: Twin Oaks Valley Rd. & SR-78 Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 424 1 960 0 0 0 0 1031 582 379 2165 0 Future Volume (veh/h) 424 1 960 0 0 0 0 1031 582 379 2165 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 308 0 1208 0 1121 633 412 2353 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 660 0 1175 0 1485 461 452 2506 0
Arrive On Green 0.37 0.00 0.37 0.00 0.29 0.29 0.13 0.49 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 308 0 1208 0 1121 633 412 2353 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 8.6 0.0 24.1 0.0 13.0 18.9 7.6 28.3 0.0 Cycle Q Clear(g_c), s 8.6 0.0 24.1 0.0 13.0 18.9 7.6 28.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 660 0 1175 0 1485 461 452 2506 0 V/C Ratio(X) 0.47 0.00 1.03 0.00 0.76 1.37 0.91 0.94 0.00 Avail Cap(c_a), veh/h 660 0 1175 0 1485 461 452 2506 0
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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.6 0.0 20.4 0.0 20.9 23.0 27.9 15.6 0.0 Incr Delay (d2), s/veh 0.5 0.0 33.6 0.0 3.6 181.4 22.6 8.5 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 3.2 0.0 13.4 0.0 5.2 29.7 4.4 11.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.1 0.0 54.0 0.0 24.6 204.4 50.5 24.1 0.0 LnGrp LOS B A F A C F D C A
Approach Vol, veh/h 1516 1754 2765
Approach Delay, s/veh 46.3 89.5 28.0
Approach LOS D F C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 23.4 28.6 36.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 18.9 24.1 31.9
Max Q Clear Time (g_c+I1), s 9.6 20.9 26.1 30.3
Green Ext Time (p_c), s 0.0 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis Year 2035 AM 28: Twin Oaks Valley Rd. & CA-78 WB Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 741 0 323 0 1133 449 0 1271 374 Future Volume (vph) 0 0 0 741 0 323 0 1133 449 0 1271 374 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3433 2787 5085 1583 5085 1583
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3433 2787 5085 1583 5085 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 805 0 351 0 1232 488 0 1382 407
RTOR Reduction (vph) 0 0 0 0 0 23 0 0 279 0 0 232
Lane Group Flow (vph) 0 0 0 805 0 328 0 1232 209 0 1382 175 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 15.1 15.1 18.1 18.1 18.1 18.1
Effective Green, g (s) 15.1 15.1 18.1 18.1 18.1 18.1
Actuated g/C Ratio 0.36 0.36 0.43 0.43 0.43 0.43
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1228 997 2181 678 2181 678
v/s Ratio Prot 0.24 c0.27
v/s Ratio Perm c0.23 0.12 0.13 0.11
v/c Ratio 0.66 0.33 0.56 0.31 0.63 0.26
Uniform Delay, d1 11.4 9.9 9.1 7.9 9.4 7.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.2 1.1 1.2 1.4 0.9
Delay (s) 12.6 10.1 10.1 9.1 10.9 8.7
Level of Service B B B A B A
Approach Delay (s) 0.0 11.9 9.9 10.4
Approach LOS A B A B
Intersection Summary
HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 42.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 AM
29: Twin Oaks Valley Rd. & Shopping Center Drwy. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 4 33 59 1 33 31 1153 183 0 1645 8 Future Volume (veh/h) 5 4 33 59 1 33 31 1153 183 0 1645 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 0 1870 1870 Adj Flow Rate, veh/h 5 4 36 64 1 36 34 1253 199 0 1788 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 0 2 2
Cap, veh/h 12 22 194 103 8 287 129 2433 386 0 2820 14
Arrive On Green 0.01 0.13 0.13 0.06 0.19 0.19 0.04 0.55 0.55 0.00 0.42 0.42 Sat Flow, veh/h 1781 161 1449 1781 43 1549 3456 4442 705 0 6918 34 Grp Volume(v), veh/h 5 0 40 64 0 37 34 960 492 0 1296 501 Grp Sat Flow(s),veh/h/ln 1781 0 1610 1781 0 1592 1728 1702 1743 0 1609 1864 Q Serve(g_s), s 0.1 0.0 1.1 1.8 0.0 1.0 0.5 9.2 9.2 0.0 11.0 11.0 Cycle Q Clear(g_c), s 0.1 0.0 1.1 1.8 0.0 1.0 0.5 9.2 9.2 0.0 11.0 11.0 Prop In Lane 1.00 0.90 1.00 0.97 1.00 0.40 0.00 0.02
Lane Grp Cap(c), veh/h 12 0 215 103 0 295 129 1865 955 0 2045 790 V/C Ratio(X) 0.42 0.00 0.19 0.62 0.00 0.13 0.26 0.51 0.51 0.00 0.63 0.63 Avail Cap(c_a), veh/h 172 0 559 175 0 556 333 1865 955 0 2045 790 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 19.9 23.9 0.0 17.6 24.3 7.4 7.4 0.0 11.8 11.8 Incr Delay (d2), s/veh 21.7 0.0 0.4 5.9 0.0 0.2 1.1 1.0 2.0 0.0 1.5 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 0.1 0.0 0.4 0.9 0.0 0.4 0.2 2.7 3.0 0.0 3.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.3 0.0 20.4 29.8 0.0 17.8 25.3 8.4 9.4 0.0 13.3 15.6 LnGrp LOS D A C C A B C A A A B B
Approach Vol, veh/h 45 101 1486 1797
Approach Delay, s/veh 23.4 25.4 9.1 13.9
Approach LOS C C A B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.9 7.5 11.4 6.4 26.5 4.8 14.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.4 5.1 18.0 5.0 18.9 5.0 18.1 Max Q Clear Time (g_c+I1), s 11.2 3.8 3.1 2.5 13.0 2.1 3.0 Green Ext Time (p_c), s 9.5 0.0 0.1 0.0 4.8 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
30: Twin Oaks Valley Rd. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 288 262 420 511 29 250 462 304 73 675 206 Future Volume (veh/h) 168 288 262 420 511 29 250 462 304 73 675 206 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 183 313 285 457 555 32 272 502 330 79 734 224 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 248 1538 1435 304 1533 88 282 1158 656 207 804 246 Arrive On Green 0.07 0.43 0.43 0.09 0.45 0.45 0.08 0.33 0.33 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 3415 197 3456 3554 1585 3456 2682 818 Grp Volume(v), veh/h 183 313 285 457 288 299 272 502 330 79 486 472 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1835 1728 1777 1585 1728 1777 1723 Q Serve(g_s), s 6.5 6.8 6.9 11.0 13.3 13.4 9.8 13.9 19.3 2.7 33.0 33.0 Cycle Q Clear(g_c), s 6.5 6.8 6.9 11.0 13.3 13.4 9.8 13.9 19.3 2.7 33.0 33.0 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 248 1538 1435 304 798 824 282 1158 656 207 533 517 V/C Ratio(X) 0.74 0.20 0.20 1.50 0.36 0.36 0.96 0.43 0.50 0.38 0.91 0.91 Avail Cap(c_a), veh/h 304 1538 1435 304 798 824 282 1158 656 296 533 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.8 22.0 16.4 57.0 22.7 22.7 57.2 33.1 27.1 56.5 42.2 42.2 Incr Delay (d2), s/veh 7.2 0.3 0.3 242.7 1.3 1.2 43.8 1.2 2.7 1.2 22.4 22.9 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 3.1 2.9 2.3 15.0 5.9 6.1 6.0 6.2 7.8 1.2 17.7 17.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 22.3 16.7 299.7 23.9 23.9 101.0 34.3 29.9 57.7 64.6 65.1 LnGrp LOS E C B F C C F C C E E E
Approach Vol, veh/h 781 1044 1104 1037
Approach Delay, s/veh 30.1 144.7 49.4 64.3
Approach LOS C F D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 62.0 17.2 45.3 16.0 64.0 14.0 48.5 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 11.0 37.6 10.2 * 38 11.0 37.6 10.7 37.0 Max Q Clear Time (g_c+I1), s 13.0 8.9 11.8 35.0 8.5 15.4 4.7 21.3 Green Ext Time (p_c), s 0.0 3.4 0.0 1.5 0.1 3.6 0.1 4.2 Intersection Summary
HCM 6th Ctrl Delay 74.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Year 2035 AM 31: Twin Oaks Valley Rd. & Richmar Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 132 16 95 21 8 1 69 447 13 37 1131 211 Future Volume (vph) 132 16 95 21 8 1 69 447 13 37 1131 211 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 1.00 0.98 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1623 1770 1835 1770 3524 1770 3456 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1623 1770 1835 1770 3524 1770 3456 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 143 17 103 23 9 1 75 486 14 40 1229 229 RTOR Reduction (vph) 0 88 0 0 1 0 0 1 0 0 10 0
Lane Group Flow (vph) 143 32 0 23 9 0 75 499 0 40 1448 0 Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 10.9 10.9 2.7 2.7 4.7 33.3 2.0 30.6 Effective Green, g (s) 10.9 10.9 2.7 2.7 4.7 33.3 2.0 30.6 Actuated g/C Ratio 0.15 0.15 0.04 0.04 0.06 0.45 0.03 0.42 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 262 241 65 67 113 1598 48 1440
v/s Ratio Prot c0.08 0.02 c0.01 0.00 c0.04 c0.14 0.02 c0.42 v/s Ratio Perm
v/c Ratio 0.55 0.13 0.35 0.13 0.66 0.31 0.83 1.01
Uniform Delay, d1 29.0 27.1 34.5 34.2 33.6 12.8 35.5 21.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.3 3.3 0.9 13.7 0.5 70.4 25.0 Delay (s) 31.3 27.4 37.8 35.1 47.3 13.3 105.9 46.4
Level of Service C C D D D B F D
Approach Delay (s) 29.5 37.0 17.7 48.0
Approach LOS C D B D
Intersection Summary
HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 73.4 Sum of lost time (s) 24.5 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 AM
32: Twin Oaks Valley Rd. & Borden Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 277 213 205 524 88 146 436 112 69 707 240 Future Volume (veh/h) 51 277 213 205 524 88 146 436 112 69 707 240 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 55 301 232 223 570 96 159 474 122 75 768 261 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 97 390 293 218 782 131 160 1396 623 123 1324 590 Arrive On Green 0.05 0.20 0.20 0.12 0.26 0.26 0.09 0.39 0.39 0.07 0.37 0.37 Sat Flow, veh/h 1781 1934 1452 1781 3044 511 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 55 276 257 223 332 334 159 474 122 75 768 261 Grp Sat Flow(s),veh/h/ln 1781 1777 1609 1781 1777 1778 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.1 14.9 15.4 12.4 17.3 17.4 9.1 9.5 5.1 4.2 17.6 12.6 Cycle Q Clear(g_c), s 3.1 14.9 15.4 12.4 17.3 17.4 9.1 9.5 5.1 4.2 17.6 12.6 Prop In Lane 1.00 0.90 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 97 359 325 218 456 457 160 1396 623 123 1324 590 V/C Ratio(X) 0.57 0.77 0.79 1.02 0.73 0.73 1.00 0.34 0.20 0.61 0.58 0.44 Avail Cap(c_a), veh/h 160 595 539 218 636 636 160 1396 623 140 1324 590 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 38.3 38.5 44.5 34.5 34.5 46.2 21.6 20.3 45.9 25.5 23.9 Incr Delay (d2), s/veh 5.1 3.5 4.4 67.5 2.6 2.7 69.8 0.7 0.7 5.9 1.9 2.4 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 1.5 6.7 6.4 9.5 7.7 7.8 7.1 4.0 2.0 2.0 7.6 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 41.8 42.8 112.1 37.1 37.2 116.0 22.2 21.0 51.8 27.4 26.3 LnGrp LOS D D D F D D F C C D C C
Approach Vol, veh/h 588 889 755 1104
Approach Delay, s/veh 43.2 55.9 41.8 28.8
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 46.0 17.0 26.6 14.0 43.9 11.4 32.2 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 8 * 39 12.4 * 34 * 9.1 * 38 9.1 * 36 Max Q Clear Time (g_c+I1), s 6.2 11.5 14.4 17.4 11.1 19.6 5.1 19.4 Green Ext Time (p_c), s 0.0 3.8 0.0 3.1 0.0 6.1 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
33: Barham Dr. & June Way 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 17 446 827 57 14 6
Future Volume (veh/h) 17 446 827 57 14 6
Initial Q (Qb), veh 0 0 0 0 0 0
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 18 485 899 62 15 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 495 1793 1248 557 771 686
Arrive On Green 0.35 0.35 0.35 0.35 0.43 0.43
Sat Flow, veh/h 1134 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 18 485 899 62 15 7
Grp Sat Flow(s),veh/h/ln 567 1702 1777 1585 1781 1585
Q Serve(g_s), s 0.6 2.8 9.1 1.1 0.2 0.1
Cycle Q Clear(g_c), s 9.7 2.8 9.1 1.1 0.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 495 1793 1248 557 771 686
V/C Ratio(X) 0.04 0.27 0.72 0.11 0.02 0.01
Avail Cap(c_a), veh/h 587 2209 1537 686 771 686
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.9 9.7 11.7 9.1 6.8 6.7
Incr Delay (d2), s/veh 0.0 0.1 1.3 0.1 0.0 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 0.1 0.8 3.0 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 9.8 13.0 9.2 6.8 6.8
LnGrp LOS B A B A A A
Approach Vol, veh/h 503 961 22
Approach Delay, s/veh 10.0 12.8 6.8
Approach LOS A B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 19.1 22.5 19.1
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 11.7 2.2 11.1
Green Ext Time (p_c), s 1.8 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
34: Campus Wy. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 247 228 162 475 17 44 15 21 3 24 30 Future Volume (veh/h) 17 247 228 162 475 17 44 15 21 3 24 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 18 268 248 176 516 18 48 16 23 3 26 33 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 55 935 436 259 1132 505 222 270 388 14 616 522 Arrive On Green 0.03 0.27 0.27 0.07 0.32 0.32 0.06 0.39 0.39 0.01 0.33 0.33 Sat Flow, veh/h 1781 3404 1585 3456 3554 1585 3456 694 997 1781 1870 1585 Grp Volume(v), veh/h 18 268 248 176 516 18 48 0 39 3 26 33 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1728 0 1691 1781 1870 1585 Q Serve(g_s), s 1.1 6.6 14.3 5.3 12.3 0.8 1.4 0.0 1.5 0.2 1.0 1.5 Cycle Q Clear(g_c), s 1.1 6.6 14.3 5.3 12.3 0.8 1.4 0.0 1.5 0.2 1.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.59 1.00 1.00
Lane Grp Cap(c), veh/h 55 935 436 259 1132 505 222 0 658 14 616 522 V/C Ratio(X) 0.33 0.29 0.57 0.68 0.46 0.04 0.22 0.00 0.06 0.21 0.04 0.06 Avail Cap(c_a), veh/h 134 935 436 309 1132 505 293 0 658 168 616 522 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 30.3 33.1 47.9 28.9 25.0 47.2 0.0 20.3 52.4 24.2 24.4 Incr Delay (d2), s/veh 3.4 0.8 5.3 4.7 1.3 0.1 0.5 0.0 0.2 7.2 0.1 0.2 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 0.5 2.8 6.1 2.4 5.4 0.3 0.6 0.0 0.6 0.1 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 31.1 38.5 52.6 30.2 25.1 47.7 0.0 20.5 59.6 24.4 24.6 LnGrp LOS D C D D C C D A C E C C
Approach Vol, veh/h 534 710 87 62
Approach Delay, s/veh 35.3 35.6 35.5 26.2
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 36.0 13.8 42.0 9.8 40.7 7.4 48.4 Change Period (Y+Rc), s 6.5 6.8 7.0 7.0 6.5 6.8 6.6 * 7 Max Green Setting (Gmax), s 9.5 29.2 9.0 35.0 8.0 30.7 10.0 * 36 Max Q Clear Time (g_c+I1), s 7.3 16.3 3.4 3.5 3.1 14.3 2.2 3.5 Green Ext Time (p_c), s 0.1 2.8 0.0 0.2 0.0 3.2 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Year 2035 AM 35: La Moree Rd. & Barham Dr. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 180 106 354 483 15 174 6 105 11 1 3 Future Volume (vph) 10 180 106 354 483 15 174 6 105 11 1 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.97
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.96 Satd. Flow (prot) 1770 3539 1583 1770 3524 1681 1691 1583 1750 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3524 1681 1691 1583 1816 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 196 115 385 525 16 189 7 114 12 1 3
RTOR Reduction (vph) 0 0 71 0 1 0 0 0 100 0 3 0
Lane Group Flow (vph) 11 196 44 385 540 0 98 98 14 0 13 0 Turn Type Prot NA Perm Prot NA Split NA Perm Perm NA
Protected Phases 5 2 1 6 7 7 8
Permitted Phases 2 7 8
Actuated Green, G (s) 1.2 33.4 33.4 20.2 53.4 10.5 10.5 10.5 1.3 Effective Green, g (s) 1.2 33.4 33.4 20.2 53.4 10.5 10.5 10.5 1.3 Actuated g/C Ratio 0.01 0.39 0.39 0.23 0.62 0.12 0.12 0.12 0.02 Clearance Time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 24 1368 611 413 2178 204 205 192 27
v/s Ratio Prot 0.01 0.06 c0.22 c0.15 c0.06 0.06
v/s Ratio Perm 0.03 0.01 c0.01
v/c Ratio 0.46 0.14 0.07 0.93 0.25 0.48 0.48 0.07 0.48
Uniform Delay, d1 42.3 17.2 16.7 32.4 7.4 35.4 35.4 33.6 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.2 0.2 0.2 27.8 0.3 1.8 1.8 0.2 13.0 Delay (s) 55.5 17.4 17.0 60.3 7.7 37.2 37.2 33.8 55.2
Level of Service E B B E A D D C E
Approach Delay (s) 18.6 29.6 35.9 55.2
Approach LOS B C D E
Intersection Summary
HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 86.4 Sum of lost time (s) 21.0 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 AM 36: Barham Dr. & SR-78 EB Off Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 334 0 0 759 0 0 0 0 424 0 31
Future Volume (vph) 0 334 0 0 759 0 0 0 0 424 0 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3539 3539 1770 1583
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3539 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 363 0 0 825 0 0 0 0 461 0 34
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 15
Lane Group Flow (vph) 0 363 0 0 825 0 0 0 0 461 0 19
Turn Type NA NA Perm Perm Prot Perm
Protected Phases 4 8 6
Permitted Phases 2 2 6
Actuated Green, G (s) 25.4 25.4 44.7 44.7
Effective Green, g (s) 25.4 25.4 44.7 44.7
Actuated g/C Ratio 0.32 0.32 0.57 0.57
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1136 1136 1000 894
v/s Ratio Prot 0.10 c0.23 c0.26
v/s Ratio Perm 0.01
v/c Ratio 0.32 0.73 0.46 0.02
Uniform Delay, d1 20.3 23.8 10.1 7.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 2.3 1.5 0.0
Delay (s) 20.5 26.1 11.6 7.6
Level of Service C C B A
Approach Delay (s) 20.5 26.1 0.0 11.4
Approach LOS C C A B
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 79.1 Sum of lost time (s) 9.0 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 AM
37: Barham Dr. & Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 300 525 302 199 165 456
Future Volume (veh/h) 300 525 302 199 165 456
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900
Adj Flow Rate, veh/h 326 571 328 216 179 496
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 0
Cap, veh/h 354 1944 924 412 458 414
Arrive On Green 0.20 0.55 0.26 0.26 0.26 0.26
Sat Flow, veh/h 1781 3647 3647 1585 1781 1610
Grp Volume(v), veh/h 326 571 328 216 179 496
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1781 1610
Q Serve(g_s), s 12.6 6.1 5.3 8.2 5.8 18.0
Cycle Q Clear(g_c), s 12.6 6.1 5.3 8.2 5.8 18.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 354 1944 924 412 458 414
V/C Ratio(X) 0.92 0.29 0.35 0.52 0.39 1.20
Avail Cap(c_a), veh/h 354 1944 924 412 458 414
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.5 8.6 21.1 22.2 21.5 26.0
Incr Delay (d2), s/veh 28.9 0.4 1.1 4.7 0.5 110.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.9 2.1 2.2 7.8 2.4 26.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 8.9 22.2 26.9 22.0 136.3
LnGrp LOS E A C C C F
Approach Vol, veh/h 897 544 675
Approach Delay, s/veh 26.2 24.1 106.0
Approach LOS C C F
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 45.3 24.7 20.1 25.2
Change Period (Y+Rc), s * 7 6.7 * 6.2 * 7
Max Green Setting (Gmax), s * 38 18.0 * 14 * 18
Max Q Clear Time (g_c+I1), s 8.1 20.0 14.6 10.2
Green Ext Time (p_c), s 4.2 0.0 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 51.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 AM
38: La Moree Rd. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 657 44 118 379 70 101
Future Volume (veh/h) 657 44 118 379 70 101
Initial Q (Qb), veh 0 0 0 0 0 0
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 714 48 128 412 76 110
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1291 87 171 1996 450 400
Arrive On Green 0.38 0.38 0.10 0.56 0.25 0.25
Sat Flow, veh/h 3473 227 1781 3647 1781 1585
Grp Volume(v), veh/h 375 387 128 412 76 110
Grp Sat Flow(s),veh/h/ln 1777 1829 1781 1777 1781 1585
Q Serve(g_s), s 10.9 10.9 4.6 3.8 2.2 3.7
Cycle Q Clear(g_c), s 10.9 10.9 4.6 3.8 2.2 3.7
Prop In Lane 0.12 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 679 699 171 1996 450 400
V/C Ratio(X) 0.55 0.55 0.75 0.21 0.17 0.27
Avail Cap(c_a), veh/h 679 699 287 2228 450 400
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.9 15.9 28.9 7.1 19.2 19.7
Incr Delay (d2), s/veh 3.2 3.1 6.3 0.1 0.8 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 4.7 2.2 1.2 1.0 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 19.1 35.3 7.2 20.0 21.4
LnGrp LOS B B D A B C
Approach Vol, veh/h 762 540 186
Approach Delay, s/veh 19.1 13.8 20.8
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.8 31.4 43.2 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 10.6 25.1 41.2 16.6
Max Q Clear Time (g_c+I1), s 6.6 12.9 5.8 5.7
Green Ext Time (p_c), s 0.1 3.8 3.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 AM
39: Barham Dr. & SR-78 EB On Ramp 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 369 426 491 9 0 0
Future Volume (veh/h) 369 426 491 9 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 401 463 534 10
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1006 2683 2694 50
Arrive On Green 0.75 0.75 0.75 0.75
Sat Flow, veh/h 862 3647 3662 67
Grp Volume(v), veh/h 401 463 266 278
Grp Sat Flow(s),veh/h/ln 862 1777 1777 1858
Q Serve(g_s), s 4.6 0.7 0.8 0.8
Cycle Q Clear(g_c), s 5.4 0.7 0.8 0.8
Prop In Lane 1.00 0.04
Lane Grp Cap(c), veh/h 1006 2683 1341 1403
V/C Ratio(X) 0.40 0.17 0.20 0.20
Avail Cap(c_a), veh/h 2022 6871 3436 3593
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 1.4 0.6 0.6 0.6
Incr Delay (d2), s/veh 0.3 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.7 0.7 0.7 0.7
LnGrp LOS A A A A
Approach Vol, veh/h 864 544
Approach Delay, s/veh 1.1 0.7
Approach LOS A A
Timer - Assigned Phs 4 8
Phs Duration (G+Y+Rc), s 18.4 18.4
Change Period (Y+Rc), s 4.5 4.5
Max Green Setting (Gmax), s 35.5 35.5
Max Q Clear Time (g_c+I1), s 7.4 2.8
Green Ext Time (p_c), s 6.5 3.6
Intersection Summary
HCM 6th Ctrl Delay 1.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2035 PM
1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 1592 1094 178 1064 44 412 13 78 60 9 40 Future Volume (veh/h) 67 1592 1094 178 1064 44 412 13 78 60 9 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 73 1730 0 193 1157 48 448 14 85 65 10 43 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 219 2428 172 2491 103 403 47 285 237 47 203
Arrive On Green 0.06 0.68 0.00 0.10 0.72 0.72 0.12 0.20 0.20 0.07 0.15 0.15 Sat Flow, veh/h 3456 3554 1585 1781 3477 144 3456 229 1391 3456 308 1324 Grp Volume(v), veh/h 73 1730 0 193 591 614 448 0 99 65 0 53 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1844 1728 0 1620 1728 0 1632 Q Serve(g_s), s 3.0 45.1 0.0 14.5 21.2 21.2 17.5 0.0 7.8 2.7 0.0 4.3 Cycle Q Clear(g_c), s 3.0 45.1 0.0 14.5 21.2 21.2 17.5 0.0 7.8 2.7 0.0 4.3 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.86 1.00 0.81
Lane Grp Cap(c), veh/h 219 2428 172 1273 1322 403 0 332 237 0 250 V/C Ratio(X) 0.33 0.71 1.12 0.46 0.46 1.11 0.00 0.30 0.27 0.00 0.21 Avail Cap(c_a), veh/h 230 2428 172 1273 1322 403 0 332 253 0 250 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.2 14.7 0.0 67.8 9.0 9.0 66.3 0.0 50.5 66.3 0.0 55.6 Incr Delay (d2), s/veh 0.9 1.8 0.0 104.7 1.2 1.2 78.5 0.0 2.3 0.6 0.0 1.9 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 1.4 18.0 0.0 11.6 8.3 8.7 12.1 0.0 3.4 1.2 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 16.5 0.0 172.5 10.3 10.2 144.7 0.0 52.8 67.0 0.0 57.5 LnGrp LOS E B F B B F A D E A E
Approach Vol, veh/h 1803 A 1398 547 118
Approach Delay, s/veh 18.6 32.6 128.1 62.7
Approach LOS B C F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 110.5 16.3 37.2 16.0 115.5 24.0 29.5 Change Period (Y+Rc), s 6.5 * 7 6.0 6.5 6.5 7.0 6.5 * 6.5 Max Green Setting (Gmax), s 14.5 * 70 11.0 29.5 10.0 73.5 17.5 * 23 Max Q Clear Time (g_c+I1), s 16.5 47.1 4.7 9.8 5.0 23.2 19.5 6.3 Green Ext Time (p_c), s 0.0 14.7 0.1 0.5 0.1 11.2 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th TWSC Year 2035 PM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 583 60 19 1145 59
Future Vol, veh/h 0 583 60 19 1145 59
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 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 0 634 65 21 1245 64
Major/Minor Minor2 Major2
Conflicting Flow All 2554 64 0 0
Stage 1 2554 - - -
Stage 2 0 - - -
Critical Hdwy 6.52 6.22 4.12 -
Critical Hdwy Stg 1 5.52 - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy 4.018 3.318 2.218 -
Pot Cap-1 Maneuver ~ 27 1000 - -
Stage 1 ~ 54 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 1000 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 8.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 1000 - -
HCM Lane V/C Ratio 0.086 - -
HCM Control Delay (s) 8.9 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Year 2035 PM
3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1168 10 39 580 243 18 88 98 521 92 92 Future Volume (veh/h) 42 1168 10 39 580 243 18 88 98 521 92 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 46 1270 11 42 630 264 20 96 107 566 100 100 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 92 1685 15 87 1134 475 38 173 146 649 222 222 Arrive On Green 0.05 0.47 0.47 0.05 0.46 0.46 0.02 0.09 0.09 0.19 0.26 0.26 Sat Flow, veh/h 1781 3610 31 1781 2441 1022 1781 1870 1585 3456 858 858 Grp Volume(v), veh/h 46 625 656 42 459 435 20 96 107 566 0 200 Grp Sat Flow(s),veh/h/ln 1781 1777 1865 1781 1777 1686 1781 1870 1585 1728 0 1716 Q Serve(g_s), s 2.4 27.8 27.8 2.2 17.9 17.9 1.1 4.7 6.3 15.3 0.0 9.4 Cycle Q Clear(g_c), s 2.4 27.8 27.8 2.2 17.9 17.9 1.1 4.7 6.3 15.3 0.0 9.4 Prop In Lane 1.00 0.02 1.00 0.61 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 92 829 870 87 825 783 38 173 146 649 0 443 V/C Ratio(X) 0.50 0.75 0.75 0.48 0.56 0.56 0.52 0.56 0.73 0.87 0.00 0.45 Avail Cap(c_a), veh/h 134 829 870 130 825 783 102 353 299 738 0 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.3 21.1 21.1 44.5 18.6 18.6 46.5 41.7 42.4 37.9 0.0 29.9 Incr Delay (d2), s/veh 4.2 6.3 6.0 4.0 2.7 2.8 10.5 2.8 6.9 10.2 0.0 0.7 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 1.2 12.4 13.0 1.1 7.7 7.3 0.6 2.3 2.7 7.3 0.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.5 27.3 27.1 48.5 21.3 21.4 57.0 44.5 49.3 48.1 0.0 30.6 LnGrp LOS D C C D C C E D D D A C
Approach Vol, veh/h 1327 936 223 766
Approach Delay, s/veh 27.9 22.6 47.9 43.5
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 50.2 6.6 29.9 9.5 50.0 22.5 14.0 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 44.8 5.5 * 34 7.2 44.6 20.5 18.1 Max Q Clear Time (g_c+I1), s 4.2 29.8 3.1 11.4 4.4 19.9 17.3 8.3 Green Ext Time (p_c), s 0.0 7.7 0.0 1.1 0.0 6.4 0.8 0.5 Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 PM
4: Discovery St. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 176 1344 732 467 514 158
Future Volume (veh/h) 176 1344 732 467 514 158
Initial Q (Qb), veh 0 0 0 0 0 0
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 1900 1900
Adj Flow Rate, veh/h 191 1461 796 508 559 172
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 140 1724 1014 639 571 176
Arrive On Green 0.49 0.49 0.49 0.49 0.43 0.43
Sat Flow, veh/h 422 3647 2185 1318 1343 413
Grp Volume(v), veh/h 191 1461 675 629 732 0
Grp Sat Flow(s),veh/h/ln 422 1777 1777 1633 1758 0
Q Serve(g_s), s 16.2 36.0 31.5 32.3 41.0 0.0
Cycle Q Clear(g_c), s 48.5 36.0 31.5 32.3 41.0 0.0
Prop In Lane 1.00 0.81 0.76 0.23
Lane Grp Cap(c), veh/h 140 1724 862 792 747 0
V/C Ratio(X) 1.36 0.85 0.78 0.79 0.98 0.00
Avail Cap(c_a), veh/h 140 1724 862 792 747 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 46.0 22.5 21.4 21.6 28.3 0.0
Incr Delay (d2), s/veh 201.0 4.2 4.7 5.6 27.8 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 11.3 15.1 13.5 12.9 22.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 247.1 26.7 26.1 27.2 56.1 0.0
LnGrp LOS F C C C E A
Approach Vol, veh/h 1652 1304 732
Approach Delay, s/veh 52.2 26.6 56.1
Approach LOS D C E
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 53.0 47.0 53.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.5 42.5 48.5
Max Q Clear Time (g_c+I1), s 50.5 43.0 34.3
Green Ext Time (p_c), s 0.0 0.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 43.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary Year 2035 PM
5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report