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) 31 1278 58 253 1301 251 55 32 88 178 65 17 Future Volume (veh/h) 31 1278 58 253 1301 251 55 32 88 178 65 17 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 34 1389 63 275 1414 273 60 35 96 193 71 18 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 70 1970 89 336 1856 695 249 540 612 259 825 202 Arrive On Green 0.04 0.31 0.31 0.10 0.36 0.36 0.07 0.29 0.29 0.07 0.29 0.29 Sat Flow, veh/h 1781 6356 288 3456 5106 1585 3456 1870 1585 3456 2830 693 Grp Volume(v), veh/h 34 1054 398 275 1414 273 60 35 96 193 44 45 Grp Sat Flow(s),veh/h/ln 1781 1609 1819 1728 1702 1585 1728 1870 1585 1728 1777 1746 Q Serve(g_s), s 2.2 23.1 23.2 9.4 29.3 14.0 2.0 1.6 4.8 6.6 2.1 2.3 Cycle Q Clear(g_c), s 2.2 23.1 23.2 9.4 29.3 14.0 2.0 1.6 4.8 6.6 2.1 2.3 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 70 1496 564 336 1856 695 249 540 612 259 518 509 V/C Ratio(X) 0.48 0.70 0.71 0.82 0.76 0.39 0.24 0.06 0.16 0.75 0.08 0.09 Avail Cap(c_a), veh/h 104 1496 564 418 1856 695 288 540 612 317 518 509 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 56.4 36.6 36.6 53.1 33.6 22.9 52.6 30.9 24.1 54.4 30.9 30.9 Incr Delay (d2), s/veh 5.0 2.8 7.3 10.0 3.0 1.7 0.5 0.2 0.5 7.4 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 9.4 11.4 4.5 12.5 5.5 0.9 0.8 1.9 3.1 1.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 39.4 43.8 63.2 36.7 24.5 53.1 31.2 24.6 61.8 31.2 31.3 LnGrp LOS E D D E D C D C C E C C
Approach Vol, veh/h 1486 1962 191 282
Approach Delay, s/veh 41.1 38.7 34.8 52.2
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.2 44.2 15.6 42.0 11.7 50.6 16.0 41.7 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 14.5 33.0 10.0 35.0 7.0 * 41 11.0 34.0 Max Q Clear Time (g_c+I1), s 11.4 25.2 4.0 4.3 4.2 31.3 8.6 6.8 Green Ext Time (p_c), s 0.3 5.3 0.1 0.5 0.0 6.6 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 40.4
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 2050 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) 0 712 868 219 1984 0 0 0 0 185 0 103 Future Volume (veh/h) 0 712 868 219 1984 0 0 0 0 185 0 103 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 0 774 943 238 2157 0 201 0 112
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 2401 1312 385 3479 0 411 0 189
Arrive On Green 0.00 0.47 0.47 0.11 0.68 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 0 774 943 238 2157 0 201 0 112
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 4.3 12.2 3.0 10.5 0.0 2.5 0.0 3.0
Cycle Q Clear(g_c), s 0.0 4.3 12.2 3.0 10.5 0.0 2.5 0.0 3.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2401 1312 385 3479 0 411 0 189 V/C Ratio(X) 0.00 0.32 0.72 0.62 0.62 0.00 0.49 0.00 0.59 Avail Cap(c_a), veh/h 0 2550 1393 729 4136 0 729 0 334
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 7.5 9.6 19.1 4.0 0.0 18.6 0.0 18.8 Incr Delay (d2), s/veh 0.0 0.1 1.7 1.6 0.2 0.0 0.9 0.0 3.0 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 0.0 1.2 3.0 1.1 1.4 0.0 0.9 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.5 11.3 20.7 4.2 0.0 19.5 0.0 21.8 LnGrp LOS A A B C A A B A C
Approach Vol, veh/h 1717 2395 313
Approach Delay, s/veh 9.6 5.8 20.3
Approach LOS A A C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.5 25.7 9.9 35.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 22.5 9.5 36.5
Max Q Clear Time (g_c+I1), s 5.0 14.2 5.0 12.5
Green Ext Time (p_c), s 0.3 5.6 0.4 18.2
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2050 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) 261 456 88 0 1033 125 817 297 31 91 0 543 Future Volume (veh/h) 261 456 88 0 1033 125 817 297 31 91 0 543 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 284 496 0 0 1123 136 888 323 34 99 0 590 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 339 1388 0 1228 381 956 1241 130 127 0 0
Arrive On Green 0.10 0.39 0.00 0.00 0.24 0.24 0.28 0.38 0.38 0.07 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3247 339 1781 99 Grp Volume(v), veh/h 284 496 0 0 1123 136 888 176 181 99 50.0 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1809 1781 D Q Serve(g_s), s 7.0 8.6 0.0 0.0 18.5 6.2 21.7 5.9 6.0 4.7 Cycle Q Clear(g_c), s 7.0 8.6 0.0 0.0 18.5 6.2 21.7 5.9 6.0 4.7 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.19 1.00
Lane Grp Cap(c), veh/h 339 1388 0 1228 381 956 679 692 127 V/C Ratio(X) 0.84 0.36 0.00 0.91 0.36 0.93 0.26 0.26 0.78 Avail Cap(c_a), veh/h 339 1392 0 1233 383 970 679 692 195 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 38.4 18.7 0.0 0.0 32.0 27.3 30.5 18.3 18.3 39.5 Incr Delay (d2), s/veh 16.5 0.2 0.0 0.0 10.6 0.6 14.6 0.9 0.9 10.4 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 %ile BackOfQ(50%),veh/ln 3.7 3.4 0.0 0.0 8.6 5.8 10.6 2.5 2.6 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 18.8 0.0 0.0 42.6 27.9 45.1 19.2 19.3 50.0 LnGrp LOS D B A D C D B B D
Approach Vol, veh/h 780 A 1259 1245
Approach Delay, s/veh 32.0 41.0 37.7
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 10.7 37.6 38.3 28.4 13.0 25.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 33.1 33.9 24.3 8.5 20.9 Max Q Clear Time (g_c+I1), s 6.7 8.0 10.6 23.7 9.0 20.5 Green Ext Time (p_c), s 0.0 2.1 3.4 0.3 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC Year 2050 AM
11: San Marcos Blvd. & Westlake Dr. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 562 893 71 25 51
Future Vol, veh/h 33 562 893 71 25 51
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 36 611 971 77 27 55
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1048 0 - 0 1388 524
Stage 1 - - - - 1010 -
Stage 2 - - - - 378 -
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 660 - - - 134 498
Stage 1 - - - - 313 -
Stage 2 - - - - 663 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 660 - - - 127 498
Mov Cap-2 Maneuver - - - - 127 -
Stage 1 - - - - 296 -
Stage 2 - - - - 663 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 25.9

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 660 - - - 254
HCM Lane V/C Ratio 0.054 - - - 0.325
HCM Control Delay (s) 10.8 - - - 25.9
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.2 - - - 1.4
HCM Signalized Intersection Capacity Analysis Year 2050 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) 140 604 15 0 727 154 8 2 5 180 5 84 Future Volume (vph) 140 604 15 0 727 154 8 2 5 180 5 84 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 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) 152 657 16 0 790 167 9 2 5 196 5 91
RTOR Reduction (vph) 0 0 8 0 0 109 0 0 4 0 0 69
Lane Group Flow (vph) 152 657 8 0 790 58 0 11 1 0 201 22 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 74 219 321 377 v/s Ratio Prot c0.09 0.19 c0.22
v/s Ratio Perm 0.00 0.04 c0.02 0.00 c0.15 0.01
v/c Ratio 1.02 0.39 0.01 0.64 0.11 0.15 0.00 0.63 0.06
Uniform Delay, d1 59.5 21.8 17.9 35.8 28.8 49.3 48.3 44.3 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 79.1 0.7 0.0 2.6 0.4 4.2 0.0 8.9 0.3 Delay (s) 138.6 22.5 17.9 38.4 29.2 53.5 48.3 53.2 38.5 Level of Service F C B D C D D D D
Approach Delay (s) 43.8 36.8 51.8 48.6
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 41.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 642 324 32 455 681 16
Future Volume (veh/h) 642 324 32 455 681 16
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 698 352 35 495 740 17
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 1011 1341 182 1011 1001 890
Arrive On Green 0.28 0.28 0.28 0.28 0.56 0.56
Sat Flow, veh/h 3647 1585 537 3647 1781 1585
Grp Volume(v), veh/h 698 352 35 495 740 17
Grp Sat Flow(s),veh/h/ln 1777 1585 537 1777 1781 1585
Q Serve(g_s), s 10.2 2.6 3.6 6.8 18.2 0.3
Cycle Q Clear(g_c), s 10.2 2.6 13.9 6.8 18.2 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1011 1341 182 1011 1001 890
V/C Ratio(X) 0.69 0.26 0.19 0.49 0.74 0.02
Avail Cap(c_a), veh/h 1098 1380 195 1098 1001 890
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 18.7 0.9 24.8 17.4 9.6 5.7
Incr Delay (d2), s/veh 1.7 0.1 0.5 0.4 4.9 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 4.0 4.0 0.5 2.6 6.7 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 1.0 25.3 17.8 14.5 5.7
LnGrp LOS C A C B B A
Approach Vol, veh/h 1050 530 757
Approach Delay, s/veh 13.8 18.3 14.3
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 37.4 21.2 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.9 18.1 18.1
Max Q Clear Time (g_c+I1), s 20.2 12.2 15.9
Green Ext Time (p_c), s 2.4 3.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 AM
14: Grand Ave. & Discovery St. 05/10/2022
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) 38 699 20 7 337 91 12 7 52 86 7 30 Future Volume (veh/h) 38 699 20 7 337 91 12 7 52 86 7 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 41 760 22 8 366 99 13 8 57 93 8 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 77 1342 39 19 965 258 131 100 408 579 45 552 Arrive On Green 0.04 0.38 0.38 0.01 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 1781 3527 102 1781 2773 741 144 288 1174 1279 128 1585 Grp Volume(v), veh/h 41 383 399 8 233 232 78 0 0 101 0 33 Grp Sat Flow(s),veh/h/ln 1781 1777 1852 1781 1777 1737 1606 0 0 1407 0 1585 Q Serve(g_s), s 1.2 8.8 8.8 0.2 5.1 5.2 0.0 0.0 0.0 0.5 0.0 0.7 Cycle Q Clear(g_c), s 1.2 8.8 8.8 0.2 5.1 5.2 1.7 0.0 0.0 2.1 0.0 0.7 Prop In Lane 1.00 0.06 1.00 0.43 0.17 0.73 0.92 1.00
Lane Grp Cap(c), veh/h 77 676 705 19 618 604 640 0 0 623 0 552 V/C Ratio(X) 0.53 0.57 0.57 0.43 0.38 0.38 0.12 0.00 0.00 0.16 0.00 0.06 Avail Cap(c_a), veh/h 189 676 705 172 618 604 640 0 0 623 0 552 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 24.2 12.7 12.7 25.4 12.7 12.7 11.5 0.0 0.0 11.7 0.0 11.2 Incr Delay (d2), s/veh 5.7 3.4 3.3 14.7 1.7 1.8 0.4 0.0 0.0 0.6 0.0 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 0.6 3.6 3.7 0.2 2.0 2.1 0.6 0.0 0.0 0.8 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 16.1 15.9 40.2 14.4 14.5 11.9 0.0 0.0 12.2 0.0 11.4 LnGrp LOS C B B D B B B A A B A B
Approach Vol, veh/h 823 473 78 134
Approach Delay, s/veh 16.7 14.9 11.9 12.0
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 24.2 22.5 6.7 22.5 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 5.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.2 10.8 3.7 3.2 7.2 4.1
Green Ext Time (p_c), s 0.0 3.0 0.3 0.0 2.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 148 735 7 21 438 221 17 0 32 95 0 63 Future Volume (veh/h) 148 735 7 21 438 221 17 0 32 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 161 799 8 23 476 240 18 0 35 103 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 218 1654 17 51 836 419 179 27 142 401 259 220 Arrive On Green 0.12 0.46 0.46 0.03 0.36 0.36 0.14 0.00 0.14 0.14 0.00 0.14 Sat Flow, veh/h 1781 3605 36 1781 2292 1149 331 196 1025 1373 1870 1585 Grp Volume(v), veh/h 161 394 413 23 368 348 53 0 0 103 0 68 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1664 1552 0 0 1373 1870 1585 Q Serve(g_s), s 3.1 5.6 5.6 0.5 6.0 6.1 0.0 0.0 0.0 1.2 0.0 1.4 Cycle Q Clear(g_c), s 3.1 5.6 5.6 0.5 6.0 6.1 1.0 0.0 0.0 2.2 0.0 1.4 Prop In Lane 1.00 0.02 1.00 0.69 0.34 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 218 816 856 51 648 607 349 0 0 401 259 220 V/C Ratio(X) 0.74 0.48 0.48 0.45 0.57 0.57 0.15 0.00 0.00 0.26 0.00 0.31 Avail Cap(c_a), veh/h 1110 2535 2659 419 1846 1728 1236 0 0 1219 1373 1164 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 15.3 6.8 6.8 17.3 9.2 9.2 13.8 0.0 0.0 14.3 0.0 14.0 Incr Delay (d2), s/veh 4.8 0.4 0.4 6.2 0.8 0.9 0.2 0.0 0.0 0.3 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 1.3 1.4 1.5 0.2 1.8 1.7 0.3 0.0 0.0 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 7.2 7.2 23.4 10.0 10.1 14.0 0.0 0.0 14.6 0.0 14.8 LnGrp LOS C A A C A B B A A B A B
Approach Vol, veh/h 968 739 53 171
Approach Delay, s/veh 9.4 10.4 14.0 14.7
Approach LOS A B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 9.5 5.5 21.1 9.5 8.9 17.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 8.5 51.5 26.5 22.5 37.5 Max Q Clear Time (g_c+I1), s 3.0 2.5 7.6 4.2 5.1 8.1
Green Ext Time (p_c), s 0.2 0.0 6.0 0.5 0.4 5.1
Intersection Summary
HCM 6th Ctrl Delay 10.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 670 113 246 341 113 120
Future Volume (veh/h) 670 113 246 341 113 120
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 728 123 267 371 123 130
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 1158 196 450 2224 258 229
Arrive On Green 0.38 0.38 0.13 0.63 0.14 0.14
Sat Flow, veh/h 3135 514 3456 3647 1781 1585
Grp Volume(v), veh/h 425 426 267 371 123 130
Grp Sat Flow(s),veh/h/ln 1777 1778 1728 1777 1781 1585
Q Serve(g_s), s 7.6 7.6 2.9 1.7 2.5 3.0
Cycle Q Clear(g_c), s 7.6 7.6 2.9 1.7 2.5 3.0
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 677 677 450 2224 258 229
V/C Ratio(X) 0.63 0.63 0.59 0.17 0.48 0.57
Avail Cap(c_a), veh/h 1246 1247 1101 4032 977 869
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 9.9 9.9 16.1 3.1 15.4 15.6
Incr Delay (d2), s/veh 1.0 1.0 1.3 0.0 1.4 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 2.3 1.0 0.3 0.9 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 10.9 17.3 3.1 16.8 17.8
LnGrp LOS B B B A B B
Approach Vol, veh/h 851 638 253
Approach Delay, s/veh 10.9 9.1 17.3
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.2 9.6 19.4 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 21.5 12.5 27.5 44.5
Max Q Clear Time (g_c+I1), s 5.0 4.9 9.6 3.7
Green Ext Time (p_c), s 0.7 0.5 5.3 2.7
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 105 731 59 59 549 157 40 0 40 67 0 45 Future Volume (veh/h) 105 731 59 59 549 157 40 0 40 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 114 795 64 64 597 171 43 0 43 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 1639 132 88 1630 727 261 23 211 305 19 165 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 679 84 763 823 68 599 Grp Volume(v), veh/h 114 424 435 64 597 171 86 0 0 122 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1585 1526 0 0 1490 0 0 Q Serve(g_s), s 4.7 11.8 11.8 2.6 8.1 4.9 0.0 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 4.7 11.8 11.8 2.6 8.1 4.9 2.8 0.0 0.0 4.2 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 148 874 897 88 1630 727 495 0 0 490 0 0 V/C Ratio(X) 0.77 0.48 0.49 0.73 0.37 0.24 0.17 0.00 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 348 874 897 228 1630 727 495 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 12.6 12.6 34.8 13.1 12.2 20.4 0.0 0.0 20.9 0.0 0.0 Incr Delay (d2), s/veh 8.3 1.9 1.9 10.8 0.6 0.8 0.8 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 4.7 4.8 1.4 3.1 1.7 1.2 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 14.5 14.4 45.6 13.7 12.9 21.2 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 973 832 86 122
Approach Delay, s/veh 17.6 16.0 21.2 22.1
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.2 41.0 25.0 10.6 38.5 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 14.5 31.5 20.5 Max Q Clear Time (g_c+I1), s 4.6 13.8 4.8 6.7 10.1 6.2
Green Ext Time (p_c), s 0.0 5.8 0.3 0.1 4.7 0.5
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Year 2050 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) 20 248 44 89 347 5 35 2 50 3 3 12
Future Volume (vph) 20 248 44 89 347 5 35 2 50 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 3532 1778 1583 1677
Flt Permitted 0.95 1.00 0.95 1.00 0.44 1.00 1.00
Satd. Flow (perm) 1770 3459 1770 3532 826 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) 22 270 48 97 377 5 38 2 54 3 3 13
RTOR Reduction (vph) 0 8 0 0 0 0 0 0 47 0 13 0
Lane Group Flow (vph) 22 310 0 97 382 0 0 40 7 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 32.1 7.1 38.2 8.8 8.8 1.3
Effective Green, g (s) 1.0 32.1 7.1 38.2 8.8 8.8 1.3
Actuated g/C Ratio 0.01 0.45 0.10 0.54 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 1557 176 1892 101 195 30
v/s Ratio Prot 0.01 0.09 c0.05 c0.11
v/s Ratio Perm c0.05 0.00 c0.00
v/c Ratio 0.92 0.20 0.55 0.20 0.40 0.03 0.21
Uniform Delay, d1 35.1 11.8 30.6 8.6 28.8 27.5 34.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 145.1 0.3 3.7 0.2 2.5 0.1 3.4
Delay (s) 180.2 12.1 34.3 8.9 31.3 27.6 37.9
Level of Service F B C A C C D
Approach Delay (s) 23.0 14.0 29.2 37.9
Approach LOS C B C D
Intersection Summary
HCM 2000 Control Delay 19.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 71.3 Sum of lost time (s) 22.0 Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2050 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) 102 285 6 15 360 10 15 0 7 9 0 8
Future Volume (vph) 102 285 6 15 360 10 15 0 7 9 0 8
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 3527 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 3527 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) 111 310 7 16 391 11 16 0 8 10 0 9
RTOR Reduction (vph) 0 1 0 0 0 8 0 0 6 0 0 6
Lane Group Flow (vph) 111 316 0 16 391 3 0 16 2 10 0 3
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) 9.2 37.4 2.8 31.0 31.0 33.0 33.0 37.0 37.0 Effective Green, g (s) 9.2 37.4 2.8 31.0 31.0 33.0 33.0 37.0 37.0 Actuated g/C Ratio 0.07 0.28 0.02 0.23 0.23 0.25 0.25 0.28 0.28 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) 238 997 72 829 371 441 395 495 443
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 0.47 0.32 0.22 0.47 0.01 0.04 0.01 0.02 0.01
Uniform Delay, d1 59.1 37.3 63.6 43.6 38.8 37.6 37.3 34.5 34.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.8 1.6 1.9 0.0 0.2 0.0 0.1 0.0 Delay (s) 60.6 38.2 65.2 45.5 38.8 37.7 37.3 34.5 34.4
Level of Service E D E D D D D C C
Approach Delay (s) 44.0 46.1 37.6 34.5
Approach LOS D D D C
Intersection Summary
HCM 2000 Control Delay 44.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 132.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2050 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) 235 233 25 40 200 36 26 76 34 18 34 141 Future Volume (vph) 235 233 25 40 200 36 26 76 34 18 34 141 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 3458 1770 1777 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 3458 1770 1777 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) 255 253 27 43 217 39 28 83 37 20 37 153 RTOR Reduction (vph) 0 6 0 0 12 0 0 19 0 0 0 135
Lane Group Flow (vph) 255 274 0 43 244 0 28 101 0 20 37 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 7.9 7.9 8.7 8.7 8.7 Effective Green, g (s) 10.8 30.4 3.7 23.3 7.9 7.9 8.7 8.7 8.7 Actuated g/C Ratio 0.15 0.41 0.05 0.32 0.11 0.11 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) 258 1434 171 1090 189 189 208 219 186 v/s Ratio Prot c0.14 0.08 0.01 c0.07 0.02 c0.06 0.01 c0.02 v/s Ratio Perm 0.01
v/c Ratio 0.99 0.19 0.25 0.22 0.15 0.54 0.10 0.17 0.10
Uniform Delay, d1 31.5 13.9 33.8 18.6 29.9 31.3 29.1 29.3 29.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 52.3 0.3 0.8 0.1 0.4 2.9 0.2 0.4 0.2 Delay (s) 83.7 14.2 34.5 18.7 30.3 34.2 29.3 29.7 29.3
Level of Service F B C B C C C C C
Approach Delay (s) 47.3 21.0 33.4 29.4
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 73.9 Sum of lost time (s) 23.2 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 4 0 87 133 6 47 65 905 58 11 930 1 Future Volume (veh/h) 4 0 87 133 6 47 65 905 58 11 930 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 4 0 95 145 7 51 71 984 63 12 1011 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 72 9 270 312 12 317 108 1813 116 27 2579 3
Arrive On Green 0.20 0.00 0.20 0.20 0.20 0.20 0.06 0.53 0.53 0.02 0.49 0.49 Sat Flow, veh/h 13 44 1349 909 61 1585 1781 3391 217 1781 5268 5 Grp Volume(v), veh/h 99 0 0 152 0 51 71 516 531 12 653 359 Grp Sat Flow(s),veh/h/ln 1406 0 0 970 0 1585 1781 1777 1831 1781 1702 1869 Q Serve(g_s), s 0.1 0.0 0.0 0.5 0.0 1.4 2.1 10.3 10.3 0.4 6.5 6.5 Cycle Q Clear(g_c), s 8.6 0.0 0.0 8.8 0.0 1.4 2.1 10.3 10.3 0.4 6.5 6.5 Prop In Lane 0.04 0.96 0.95 1.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 350 0 0 324 0 317 108 950 979 27 1666 915 V/C Ratio(X) 0.28 0.00 0.00 0.47 0.00 0.16 0.66 0.54 0.54 0.45 0.39 0.39 Avail Cap(c_a), veh/h 564 0 0 503 0 532 231 950 979 168 1666 915 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 18.4 0.0 0.0 20.9 0.0 17.8 24.8 8.2 8.2 26.3 8.7 8.7 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.1 0.0 0.2 6.7 2.2 2.2 11.1 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 1.0 0.0 0.0 1.8 0.0 0.5 1.0 3.6 3.6 0.2 2.1 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 0.0 0.0 21.9 0.0 18.1 31.5 10.4 10.4 37.4 9.4 10.0 LnGrp LOS B A A C A B C B B D A A
Approach Vol, veh/h 99 203 1118 1024
Approach Delay, s/veh 18.9 21.0 11.8 9.9
Approach LOS B C B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 33.3 15.5 7.8 30.9 15.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 28.3 18.1 7.0 26.4 18.1 Max Q Clear Time (g_c+I1), s 2.4 12.3 10.6 4.1 8.5 10.8 Green Ext Time (p_c), s 0.0 6.4 0.2 0.0 6.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 56 7 21 25 3 254 23 921 29 74 888 45 Future Volume (veh/h) 56 7 21 25 3 254 23 921 29 74 888 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 61 8 23 27 3 276 25 1001 32 80 965 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 92 90 258 66 3 307 47 1846 59 83 2713 138
Arrive On Green 0.05 0.21 0.21 0.04 0.20 0.20 0.03 0.53 0.53 0.05 0.55 0.55 Sat Flow, veh/h 1781 426 1224 1781 17 1571 1781 3515 112 1781 4977 252 Grp Volume(v), veh/h 61 0 31 27 0 279 25 506 527 80 660 354 Grp Sat Flow(s),veh/h/ln 1781 0 1650 1781 0 1588 1781 1777 1850 1781 1702 1825 Q Serve(g_s), s 4.7 0.0 2.1 2.1 0.0 24.0 1.9 26.5 26.5 6.3 15.3 15.3 Cycle Q Clear(g_c), s 4.7 0.0 2.1 2.1 0.0 24.0 1.9 26.5 26.5 6.3 15.3 15.3 Prop In Lane 1.00 0.74 1.00 0.99 1.00 0.06 1.00 0.14
Lane Grp Cap(c), veh/h 92 0 347 66 0 311 47 933 972 83 1856 995 V/C Ratio(X) 0.66 0.00 0.09 0.41 0.00 0.90 0.53 0.54 0.54 0.97 0.36 0.36 Avail Cap(c_a), veh/h 127 0 477 102 0 437 83 933 972 83 1856 995 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 65.2 0.0 44.5 65.9 0.0 54.9 67.3 22.1 22.1 66.6 18.0 18.0 Incr Delay (d2), s/veh 7.8 0.0 0.1 4.0 0.0 16.3 8.8 2.3 2.2 87.7 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 2.3 0.0 0.9 1.0 0.0 11.0 1.0 11.6 12.1 4.9 6.2 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.0 0.0 44.6 69.9 0.0 71.2 76.0 24.3 24.2 154.4 18.5 19.0 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 92 306 1058 1094
Approach Delay, s/veh 63.4 71.1 25.5 28.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.0 79.8 13.3 33.9 10.2 82.6 11.2 36.0 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 6.5 59.7 10.0 38.5 6.5 59.7 8.0 40.5 Max Q Clear Time (g_c+I1), s 8.3 28.5 6.7 26.0 3.9 17.3 4.1 4.1 Green Ext Time (p_c), s 0.0 8.1 0.0 1.4 0.0 8.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 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 98 181 40 29 42 211 762 108 355 673 41 Future Volume (veh/h) 54 98 181 40 29 42 211 762 108 355 673 41 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 59 107 197 43 32 46 229 828 117 386 732 45 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 226 526 235 91 251 212 263 2004 282 465 2114 129 Arrive On Green 0.07 0.15 0.15 0.05 0.13 0.13 0.15 0.44 0.44 0.13 0.43 0.43 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4524 636 3456 4919 301 Grp Volume(v), veh/h 59 107 197 43 32 46 229 622 323 386 506 271 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1756 1728 1702 1816 Q Serve(g_s), s 1.9 3.1 14.3 2.8 1.8 3.1 14.8 14.7 14.8 12.8 11.7 11.8 Cycle Q Clear(g_c), s 1.9 3.1 14.3 2.8 1.8 3.1 14.8 14.7 14.8 12.8 11.7 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.36 1.00 0.17
Lane Grp Cap(c), veh/h 226 526 235 91 251 212 263 1507 778 465 1463 780 V/C Ratio(X) 0.26 0.20 0.84 0.47 0.13 0.22 0.87 0.41 0.42 0.83 0.35 0.35 Avail Cap(c_a), veh/h 308 1040 464 174 563 477 567 1507 778 748 1463 780 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 52.4 44.1 48.8 54.4 45.0 45.5 49.1 22.4 22.4 49.7 22.5 22.5 Incr Delay (d2), s/veh 0.6 0.2 7.8 3.7 0.2 0.5 8.6 0.8 1.6 4.3 0.6 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 0.9 1.4 6.1 1.3 0.8 1.2 7.2 6.0 6.4 5.8 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 44.3 56.7 58.1 45.2 46.0 57.7 23.2 24.1 54.0 23.2 23.8 LnGrp LOS D D E E D D E C C D C C
Approach Vol, veh/h 363 121 1174 1163
Approach Delay, s/veh 52.4 50.1 30.2 33.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.4 59.0 12.5 24.0 23.9 57.4 14.2 22.3 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 25.5 52.2 11.5 34.5 37.5 40.2 10.5 35.5 Max Q Clear Time (g_c+I1), s 14.8 16.8 4.8 16.3 16.8 13.8 3.9 5.1 Green Ext Time (p_c), s 1.1 7.6 0.0 1.2 0.6 5.5 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
HCM Signalized Intersection Capacity Analysis Year 2050 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) 28 1 53 4 1 7 85 1058 7 44 992 28
Future Volume (vph) 28 1 53 4 1 7 85 1058 7 44 992 28
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) 30 1 58 4 1 8 92 1150 8 48 1078 30
RTOR Reduction (vph) 0 0 55 0 0 8 0 0 0 0 1 0
Lane Group Flow (vph) 0 31 3 4 1 0 92 1158 0 48 1107 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 9.0 90.4 8.2 89.6 Effective Green, g (s) 6.8 6.8 2.8 2.8 2.8 9.0 90.4 8.2 89.6 Actuated g/C Ratio 0.05 0.05 0.02 0.02 0.02 0.07 0.67 0.06 0.66 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 32 228 3401 107 3361
v/s Ratio Prot c0.02 c0.00 0.00 0.03 c0.23 c0.03 0.22
v/s Ratio Perm 0.00 0.00
v/c Ratio 0.35 0.04 0.11 0.03 0.01 0.40 0.34 0.45 0.33
Uniform Delay, d1 62.0 61.0 64.9 64.8 64.7 60.4 9.5 61.2 9.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.2 1.4 0.3 0.1 1.2 0.3 3.0 0.3 Delay (s) 64.3 61.2 66.2 65.0 64.8 61.6 9.8 64.2 10.0
Level of Service E E E E E E A E B
Approach Delay (s) 62.3 65.3 13.6 12.3
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 256 166 6 177 246 190 13 859 158 405 1237 597 Future Volume (veh/h) 256 166 6 177 246 190 13 859 158 405 1237 597 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 278 180 7 192 267 207 14 934 172 440 1345 649 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 327 950 37 243 546 254 104 1676 308 491 2546 790 Arrive On Green 0.09 0.19 0.19 0.07 0.16 0.16 0.03 0.39 0.39 0.14 0.50 0.50 Sat Flow, veh/h 3456 5045 194 3456 3404 1585 3456 4336 796 3456 5106 1585 Grp Volume(v), veh/h 278 121 66 192 267 207 14 733 373 440 1345 649 Grp Sat Flow(s),veh/h/ln 1728 1702 1835 1728 1702 1585 1728 1702 1727 1728 1702 1585 Q Serve(g_s), s 11.1 4.2 4.2 7.7 10.0 17.7 0.6 23.6 23.7 17.5 25.1 48.7 Cycle Q Clear(g_c), s 11.1 4.2 4.2 7.7 10.0 17.7 0.6 23.6 23.7 17.5 25.1 48.7 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 327 641 345 243 546 254 104 1316 668 491 2546 790 V/C Ratio(X) 0.85 0.19 0.19 0.79 0.49 0.81 0.14 0.56 0.56 0.90 0.53 0.82 Avail Cap(c_a), veh/h 358 912 492 321 875 408 247 1316 668 531 2546 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 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 62.4 47.8 47.9 64.1 53.5 56.8 66.1 33.6 33.6 59.0 23.9 29.8 Incr Delay (d2), s/veh 16.4 0.1 0.3 9.4 0.7 6.6 0.6 1.7 3.4 17.0 0.8 9.4 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 5.6 1.8 2.0 3.7 4.4 7.6 0.3 10.1 10.6 8.8 10.3 20.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.8 48.0 48.1 73.5 54.2 63.3 66.7 35.3 37.0 76.0 24.7 39.2 LnGrp LOS E D D E D E E D D E C D
Approach Vol, veh/h 465 666 1120 2434
Approach Delay, s/veh 66.4 62.6 36.2 37.8
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 27.4 61.6 16.8 34.2 11.7 77.3 20.7 30.3 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 13.0 37.5 10.0 49.7 14.5 * 36 Max Q Clear Time (g_c+I1), s 19.5 25.7 9.7 6.2 2.6 50.7 13.1 19.7 Green Ext Time (p_c), s 0.4 6.0 0.2 1.2 0.0 0.0 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 43.8
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 2050 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) 263 53 70 1 54 45 71 2057 15 358 1843 269 Future Volume (veh/h) 263 53 70 1 54 45 71 2057 15 358 1843 269 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 286 58 76 1 59 49 77 2236 16 389 2003 292 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 389 399 178 226 231 103 182 2978 21 479 3055 444 Arrive On Green 0.11 0.11 0.11 0.07 0.06 0.06 0.05 0.45 0.45 0.14 0.53 0.53 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6640 48 3456 5715 831 Grp Volume(v), veh/h 286 58 76 1 59 49 77 1625 627 389 1691 604 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1862 1728 1609 1721 Q Serve(g_s), s 6.1 1.1 3.4 0.0 1.2 2.3 1.7 21.4 21.4 8.4 19.2 19.3 Cycle Q Clear(g_c), s 6.1 1.1 3.4 0.0 1.2 2.3 1.7 21.4 21.4 8.4 19.2 19.3 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 389 399 178 226 231 103 182 2165 835 479 2580 920 V/C Ratio(X) 0.74 0.15 0.43 0.00 0.26 0.48 0.42 0.75 0.75 0.81 0.66 0.66 Avail Cap(c_a), veh/h 637 836 373 813 1017 454 230 2165 835 537 2580 920 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 33.4 34.0 34.5 35.1 17.5 17.5 32.0 12.8 12.8 Incr Delay (d2), s/veh 2.7 0.2 1.6 0.0 0.6 3.4 1.6 2.5 6.2 8.4 1.3 3.7 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 2.6 0.5 1.4 0.0 0.5 1.0 0.7 7.7 9.8 3.9 6.4 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 30.8 33.3 33.4 34.6 37.9 36.7 20.0 23.7 40.4 14.1 16.4 LnGrp LOS D C C C C D D B C D B B
Approach Vol, veh/h 420 109 2329 2684
Approach Delay, s/veh 34.5 36.1 21.5 18.4
Approach LOS C D C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.1 38.8 9.5 13.1 8.5 45.4 13.1 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 11.9 34.1 18.0 18.0 5.1 40.9 14.1 21.9 Max Q Clear Time (g_c+I1), s 10.4 23.4 2.0 5.4 3.7 21.3 8.1 4.3 Green Ext Time (p_c), s 0.2 9.1 0.0 0.4 0.0 15.6 0.5 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 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) 445 1 1008 0 0 0 0 1082 611 398 2273 0 Future Volume (veh/h) 445 1 1008 0 0 0 0 1082 611 398 2273 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 323 0 1269 0 1176 664 433 2471 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 661 0 1177 0 1628 505 488 2636 0
Arrive On Green 0.37 0.00 0.37 0.00 0.32 0.32 0.14 0.52 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 323 0 1269 0 1176 664 433 2471 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 11.1 0.0 29.7 0.0 16.3 25.5 9.8 36.3 0.0 Cycle Q Clear(g_c), s 11.1 0.0 29.7 0.0 16.3 25.5 9.8 36.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 661 0 1177 0 1628 505 488 2636 0 V/C Ratio(X) 0.49 0.00 1.08 0.00 0.72 1.31 0.89 0.94 0.00 Avail Cap(c_a), veh/h 661 0 1177 0 1628 505 488 2636 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 19.3 0.0 25.1 0.0 24.1 27.2 33.7 18.1 0.0 Incr Delay (d2), s/veh 0.6 0.0 50.0 0.0 2.8 155.0 17.7 8.0 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 %ile BackOfQ(50%),veh/ln 4.5 0.0 18.5 0.0 6.7 30.8 5.2 14.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 0.0 75.2 0.0 26.9 182.3 51.4 26.1 0.0 LnGrp LOS B A F A C F D C A
Approach Vol, veh/h 1592 1840 2904
Approach Delay, s/veh 64.0 83.0 29.9
Approach LOS E F C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.8 30.0 34.2 45.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.3 25.5 29.7 41.3
Max Q Clear Time (g_c+I1), s 11.8 27.5 31.7 38.3
Green Ext Time (p_c), s 0.0 0.0 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 53.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis Year 2050 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 0 778 0 340 0 1189 472 0 1334 393 Future Volume (vph) 0 0 0 778 0 340 0 1189 472 0 1334 393 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 0 846 0 370 0 1292 513 0 1450 427
RTOR Reduction (vph) 0 0 0 0 0 23 0 0 297 0 0 247
Lane Group Flow (vph) 0 0 0 846 0 347 0 1292 216 0 1450 180 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 15.8 15.8 18.1 18.1 18.1 18.1
Effective Green, g (s) 15.8 15.8 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) 1264 1026 2145 667 2145 667
v/s Ratio Prot 0.25 c0.29
v/s Ratio Perm c0.25 0.12 0.14 0.11
v/c Ratio 0.67 0.34 0.60 0.32 0.68 0.27
Uniform Delay, d1 11.4 9.8 9.6 8.3 10.0 8.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.2 1.3 1.3 1.7 1.0
Delay (s) 12.7 10.0 10.9 9.6 11.8 9.1
Level of Service B A B A B A
Approach Delay (s) 0.0 11.9 10.5 11.2
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 42.9 Sum of lost time (s) 9.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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 5 35 62 1 35 33 1211 192 0 1727 8 Future Volume (veh/h) 5 5 35 62 1 35 33 1211 192 0 1727 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 5 38 67 1 38 36 1316 209 0 1877 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 26 196 106 8 295 135 2418 384 0 2791 13
Arrive On Green 0.01 0.14 0.14 0.06 0.19 0.19 0.04 0.54 0.54 0.00 0.42 0.42 Sat Flow, veh/h 1781 188 1426 1781 41 1550 3456 4442 705 0 6920 32 Grp Volume(v), veh/h 5 0 43 67 0 39 36 1008 517 0 1360 526 Grp Sat Flow(s),veh/h/ln 1781 0 1614 1781 0 1591 1728 1702 1743 0 1609 1865 Q Serve(g_s), s 0.1 0.0 1.2 1.9 0.0 1.1 0.5 10.0 10.0 0.0 11.9 11.9 Cycle Q Clear(g_c), s 0.1 0.0 1.2 1.9 0.0 1.1 0.5 10.0 10.0 0.0 11.9 11.9 Prop In Lane 1.00 0.88 1.00 0.97 1.00 0.40 0.00 0.02
Lane Grp Cap(c), veh/h 12 0 222 106 0 303 135 1853 949 0 2023 782 V/C Ratio(X) 0.42 0.00 0.19 0.63 0.00 0.13 0.27 0.54 0.54 0.00 0.67 0.67 Avail Cap(c_a), veh/h 171 0 557 174 0 552 331 1853 949 0 2023 782 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 25.8 0.0 19.9 24.0 0.0 17.5 24.3 7.7 7.7 0.0 12.3 12.3 Incr Delay (d2), s/veh 21.7 0.0 0.4 6.1 0.0 0.2 1.1 1.2 2.2 0.0 1.8 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.5 0.9 0.0 0.4 0.2 3.0 3.3 0.0 3.8 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 0.0 20.4 30.0 0.0 17.7 25.4 8.8 9.9 0.0 14.1 16.8 LnGrp LOS D A C C A B C A A A B B
Approach Vol, veh/h 48 106 1561 1886
Approach Delay, s/veh 23.2 25.5 9.6 14.8
Approach LOS C C A B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.9 7.6 11.7 6.5 26.4 4.8 14.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.4 5.1 18.0 5.0 18.9 5.0 18.1 Max Q Clear Time (g_c+I1), s 12.0 3.9 3.2 2.5 13.9 2.1 3.1 Green Ext Time (p_c), s 9.7 0.0 0.1 0.0 4.2 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 176 302 275 441 536 30 262 485 320 77 709 216 Future Volume (veh/h) 176 302 275 441 536 30 262 485 320 77 709 216 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 191 328 299 479 583 33 285 527 348 84 771 235 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 249 1538 1435 304 1535 87 282 1155 655 209 805 245 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 3419 193 3456 3554 1585 3456 2682 818 Grp Volume(v), veh/h 191 328 299 479 303 313 285 527 348 84 511 495 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1836 1728 1777 1585 1728 1777 1723 Q Serve(g_s), s 6.8 7.2 7.3 11.0 14.1 14.2 10.2 14.7 20.6 2.9 35.3 35.3 Cycle Q Clear(g_c), s 6.8 7.2 7.3 11.0 14.1 14.2 10.2 14.7 20.6 2.9 35.3 35.3 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 249 1538 1435 304 797 824 282 1155 655 209 533 517 V/C Ratio(X) 0.77 0.21 0.21 1.58 0.38 0.38 1.01 0.46 0.53 0.40 0.96 0.96 Avail Cap(c_a), veh/h 359 1538 1435 304 797 824 282 1155 655 296 533 517 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 57.0 22.2 16.5 57.0 22.9 22.9 57.4 33.4 27.6 56.5 43.0 43.0 Incr Delay (d2), s/veh 6.0 0.3 0.3 274.1 1.4 1.3 56.3 1.3 3.1 1.2 29.9 30.5 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 3.2 3.1 2.4 16.4 6.2 6.4 6.7 6.6 8.4 1.3 19.8 19.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 22.5 16.8 331.1 24.3 24.2 113.7 34.7 30.7 57.8 72.8 73.4 LnGrp LOS E C B F C C F C C E E E
Approach Vol, veh/h 818 1095 1160 1090
Approach Delay, s/veh 29.9 158.5 52.9 71.9
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 14.1 48.4 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 13.0 35.6 10.7 37.0 Max Q Clear Time (g_c+I1), s 13.0 9.3 12.2 37.3 8.8 16.2 4.9 22.6 Green Ext Time (p_c), s 0.0 3.6 0.0 0.1 0.2 3.7 0.1 4.2 Intersection Summary
HCM 6th Ctrl Delay 81.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Year 2050 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) 139 17 100 23 8 1 72 469 14 38 1188 221 Future Volume (vph) 139 17 100 23 8 1 72 469 14 38 1188 221 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) 151 18 109 25 9 1 78 510 15 41 1291 240 RTOR Reduction (vph) 0 94 0 0 1 0 0 1 0 0 10 0
Lane Group Flow (vph) 151 33 0 25 9 0 78 524 0 41 1521 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) 12.0 12.0 4.4 4.4 6.1 40.7 3.8 38.4 Effective Green, g (s) 12.0 12.0 4.4 4.4 6.1 40.7 3.8 38.4 Actuated g/C Ratio 0.14 0.14 0.05 0.05 0.07 0.48 0.04 0.45 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) 248 228 91 94 126 1679 78 1553
v/s Ratio Prot c0.09 0.02 c0.01 0.00 c0.04 0.15 0.02 c0.44 v/s Ratio Perm
v/c Ratio 0.61 0.15 0.27 0.10 0.62 0.31 0.53 0.98
Uniform Delay, d1 34.5 32.2 39.0 38.6 38.5 13.7 39.9 23.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 0.3 1.6 0.4 8.7 0.5 6.3 18.4
Delay (s) 38.7 32.5 40.6 39.1 47.3 14.2 46.2 41.6
Level of Service D C D D D B D D
Approach Delay (s) 35.9 40.2 18.5 41.7
Approach LOS D D B D
Intersection Summary
HCM 2000 Control Delay 35.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 85.4 Sum of lost time (s) 24.5 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 53 291 224 215 550 93 154 458 117 72 743 252 Future Volume (veh/h) 53 291 224 215 550 93 154 458 117 72 743 252 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 58 316 243 234 598 101 167 498 127 78 808 274 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 98 405 304 198 769 130 158 1414 631 124 1346 600 Arrive On Green 0.06 0.21 0.21 0.11 0.25 0.25 0.09 0.40 0.40 0.07 0.38 0.38 Sat Flow, veh/h 1781 1934 1452 1781 3042 513 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 58 290 269 234 349 350 167 498 127 78 808 274 Grp Sat Flow(s),veh/h/ln 1781 1777 1609 1781 1777 1778 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.3 15.8 16.3 11.4 18.7 18.8 9.1 10.1 5.4 4.4 18.7 13.3 Cycle Q Clear(g_c), s 3.3 15.8 16.3 11.4 18.7 18.8 9.1 10.1 5.4 4.4 18.7 13.3 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 98 372 337 198 449 449 158 1414 631 124 1346 600 V/C Ratio(X) 0.59 0.78 0.80 1.18 0.78 0.78 1.06 0.35 0.20 0.63 0.60 0.46 Avail Cap(c_a), veh/h 162 590 534 198 609 609 158 1414 631 139 1346 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 1.00 1.00 Uniform Delay (d), s/veh 47.3 38.3 38.5 45.5 35.6 35.6 46.7 21.6 20.2 46.4 25.6 23.9 Incr Delay (d2), s/veh 5.5 3.6 4.5 121.1 4.4 4.5 87.1 0.7 0.7 7.3 2.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 7.2 6.8 11.7 8.5 8.6 7.8 4.3 2.1 2.2 8.1 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.8 41.8 43.0 166.6 40.0 40.1 133.7 22.3 20.9 53.7 27.6 26.4 LnGrp LOS D D D F D D F C C D C C
Approach Vol, veh/h 617 933 792 1160
Approach Delay, s/veh 43.3 71.8 45.6 29.1
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 46.9 16.0 27.6 14.0 44.9 11.6 32.0 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 * 40 11.4 * 34 * 9.1 * 39 9.3 * 35 Max Q Clear Time (g_c+I1), s 6.4 12.1 13.4 18.3 11.1 20.7 5.3 20.8 Green Ext Time (p_c), s 0.0 4.0 0.0 3.2 0.0 6.5 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 46.7
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 2050 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) 18 468 869 60 15 7
Future Volume (veh/h) 18 468 869 60 15 7
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 20 509 945 65 16 8
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 479 1835 1277 570 761 677
Arrive On Green 0.36 0.36 0.36 0.36 0.43 0.43
Sat Flow, veh/h 1083 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 20 509 945 65 16 8
Grp Sat Flow(s),veh/h/ln 541 1702 1777 1585 1781 1585
Q Serve(g_s), s 0.7 3.0 9.8 1.2 0.2 0.1
Cycle Q Clear(g_c), s 10.5 3.0 9.8 1.2 0.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 479 1835 1277 570 761 677
V/C Ratio(X) 0.04 0.28 0.74 0.11 0.02 0.01
Avail Cap(c_a), veh/h 553 2181 1518 677 761 677
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 16.4 9.6 11.8 9.0 7.0 7.0
Incr Delay (d2), s/veh 0.0 0.1 1.6 0.1 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 0.1 0.9 3.3 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.4 9.7 13.4 9.1 7.0 7.0
LnGrp LOS B A B A A A
Approach Vol, veh/h 529 1010 24
Approach Delay, s/veh 9.9 13.1 7.0
Approach LOS A B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 19.6 22.5 19.6
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 12.5 2.2 11.8
Green Ext Time (p_c), s 1.7 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 18 260 239 170 499 18 46 16 22 3 25 31 Future Volume (veh/h) 18 260 239 170 499 18 46 16 22 3 25 31 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 20 283 260 185 542 20 50 17 24 3 27 34 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 60 934 435 259 1122 500 226 274 386 14 615 521 Arrive On Green 0.03 0.27 0.27 0.07 0.32 0.32 0.07 0.39 0.39 0.01 0.33 0.33 Sat Flow, veh/h 1781 3404 1585 3456 3554 1585 3456 702 990 1781 1870 1585 Grp Volume(v), veh/h 20 283 260 185 542 20 50 0 41 3 27 34 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1728 0 1692 1781 1870 1585 Q Serve(g_s), s 1.2 7.0 15.2 5.6 13.1 0.9 1.5 0.0 1.6 0.2 1.0 1.6 Cycle Q Clear(g_c), s 1.2 7.0 15.2 5.6 13.1 0.9 1.5 0.0 1.6 0.2 1.0 1.6 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 60 934 435 259 1122 500 226 0 660 14 615 521 V/C Ratio(X) 0.33 0.30 0.60 0.72 0.48 0.04 0.22 0.00 0.06 0.21 0.04 0.07 Avail Cap(c_a), veh/h 134 934 435 309 1122 500 292 0 660 167 615 521 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 50.3 30.6 33.5 48.1 29.4 25.2 47.2 0.0 20.3 52.4 24.3 24.5 Incr Delay (d2), s/veh 3.2 0.8 6.0 6.2 1.5 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 0.6 3.0 6.5 2.6 5.8 0.4 0.6 0.0 0.7 0.1 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.5 31.4 39.5 54.3 30.9 25.4 47.7 0.0 20.5 59.6 24.4 24.7 LnGrp LOS D C D D C C D A C E C C
Approach Vol, veh/h 563 747 91 64
Approach Delay, s/veh 35.9 36.5 35.4 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 13.9 42.0 10.1 40.4 7.4 48.5 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 7.6 17.2 3.5 3.6 3.2 15.1 2.2 3.6 Green Ext Time (p_c), s 0.1 2.8 0.0 0.2 0.0 3.3 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.8
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 2050 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) 11 189 112 371 507 16 183 6 110 12 1 4 Future Volume (vph) 11 189 112 371 507 16 183 6 110 12 1 4 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 0.97 Satd. Flow (prot) 1770 3539 1583 1770 3523 1681 1691 1583 1744 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 3523 1681 1691 1583 1807 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) 12 205 122 403 551 17 199 7 120 13 1 4
RTOR Reduction (vph) 0 0 76 0 1 0 0 0 105 0 4 0
Lane Group Flow (vph) 12 205 46 403 567 0 103 103 15 0 14 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) 1.3 33.6 33.6 20.2 53.5 10.7 10.7 10.7 2.7 Effective Green, g (s) 1.3 33.6 33.6 20.2 53.5 10.7 10.7 10.7 2.7 Actuated g/C Ratio 0.01 0.38 0.38 0.23 0.61 0.12 0.12 0.12 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) 26 1348 603 405 2136 203 205 192 55
v/s Ratio Prot 0.01 0.06 c0.23 c0.16 c0.06 0.06
v/s Ratio Perm 0.03 0.01 c0.01
v/c Ratio 0.46 0.15 0.08 1.00 0.27 0.51 0.50 0.08 0.26
Uniform Delay, d1 43.1 17.9 17.4 34.0 8.1 36.3 36.3 34.4 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.4 0.2 0.2 43.2 0.3 2.0 1.9 0.2 2.5 Delay (s) 55.5 18.2 17.7 77.1 8.4 38.3 38.2 34.5 44.2
Level of Service E B B E A D D C D
Approach Delay (s) 19.3 36.9 36.9 44.2
Approach LOS B D D D
Intersection Summary
HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 88.2 Sum of lost time (s) 21.0 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 AM
36: Barham Dr. & SR-78 EB Off 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) 269 72 811 85 454 34
Future Volume (veh/h) 269 72 811 85 454 34
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 292 78 882 92 493 37
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 362 2156 1970 206 487 433
Arrive On Green 0.61 0.61 0.61 0.61 0.27 0.27
Sat Flow, veh/h 577 3647 3341 339 1781 1585
Grp Volume(v), veh/h 292 78 483 491 493 37
Grp Sat Flow(s),veh/h/ln 577 1777 1777 1809 1781 1585
Q Serve(g_s), s 34.5 0.7 11.0 11.0 20.5 1.3
Cycle Q Clear(g_c), s 45.5 0.7 11.0 11.0 20.5 1.3
Prop In Lane 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 362 2156 1078 1098 487 433
V/C Ratio(X) 0.81 0.04 0.45 0.45 1.01 0.09
Avail Cap(c_a), veh/h 362 2156 1078 1098 487 433
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 21.8 5.9 8.0 8.0 27.3 20.3
Incr Delay (d2), s/veh 12.7 0.0 0.3 0.3 44.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 0.2 3.6 3.7 14.1 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 5.9 8.3 8.3 71.2 20.7
LnGrp LOS C A A A F C
Approach Vol, veh/h 370 974 530
Approach Delay, s/veh 28.5 8.3 67.7
Approach LOS C A E
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 45.5 20.5 45.5
Max Q Clear Time (g_c+I1), s 47.5 22.5 13.0
Green Ext Time (p_c), s 0.0 0.0 7.6
Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 AM
37: Barham Dr./Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 387 209 315 357 92 700
Future Volume (veh/h) 387 209 315 357 92 700
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 421 227 342 388 100 761
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 428 380 1424 635 148 2037
Arrive On Green 0.24 0.24 0.40 0.40 0.08 0.57
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 421 227 342 388 100 761
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 17.6 9.5 4.8 14.6 4.1 8.7
Cycle Q Clear(g_c), s 17.6 9.5 4.8 14.6 4.1 8.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 428 380 1424 635 148 2037
V/C Ratio(X) 0.98 0.60 0.24 0.61 0.67 0.37
Avail Cap(c_a), veh/h 428 380 1424 635 428 2037
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 28.4 25.3 14.9 17.8 33.4 8.7
Incr Delay (d2), s/veh 39.9 6.8 0.4 4.3 5.2 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 11.9 4.1 1.9 5.7 1.9 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.3 32.0 15.3 22.2 38.6 9.2
LnGrp LOS E C B C D A
Approach Vol, veh/h 648 730 861
Approach Delay, s/veh 55.6 19.0 12.6
Approach LOS E B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 37.0 25.0 50.0
Change Period (Y+Rc), s 6.7 * 7 * 7 * 7
Max Green Setting (Gmax), s 18.0 * 18 * 18 * 43
Max Q Clear Time (g_c+I1), s 6.1 16.6 19.6 10.7
Green Ext Time (p_c), s 0.2 0.7 0.0 6.1
Intersection Summary
HCM 6th Ctrl Delay 27.1
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 2050 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) 351 46 124 415 97 87
Future Volume (veh/h) 351 46 124 415 97 87
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 382 50 135 451 105 95
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 1179 153 175 1976 456 406
Arrive On Green 0.37 0.37 0.10 0.56 0.26 0.26
Sat Flow, veh/h 3256 411 1781 3647 1781 1585
Grp Volume(v), veh/h 213 219 135 451 105 95
Grp Sat Flow(s),veh/h/ln 1777 1796 1781 1777 1781 1585
Q Serve(g_s), s 5.6 5.6 4.8 4.2 3.0 3.1
Cycle Q Clear(g_c), s 5.6 5.6 4.8 4.2 3.0 3.1
Prop In Lane 0.23 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 663 670 175 1976 456 406
V/C Ratio(X) 0.32 0.33 0.77 0.23 0.23 0.23
Avail Cap(c_a), veh/h 663 670 316 2256 456 406
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 14.5 14.5 28.5 7.3 19.1 19.1
Incr Delay (d2), s/veh 1.3 1.3 7.0 0.1 1.2 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 2.3 2.3 1.3 1.3 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 15.8 35.5 7.4 20.3 20.5
LnGrp LOS B B D A C C
Approach Vol, veh/h 432 586 200
Approach Delay, s/veh 15.8 13.9 20.4
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.9 30.5 42.4 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 11.5 24.2 41.2 16.6
Max Q Clear Time (g_c+I1), s 6.8 7.6 6.2 5.1
Green Ext Time (p_c), s 0.1 2.3 3.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 70 1655 1147 187 1118 46 432 14 81 62 9 42 Future Volume (veh/h) 70 1655 1147 187 1118 46 432 14 81 62 9 42 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 76 1799 0 203 1215 50 426 77 88 67 10 46 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 221 2428 184 2514 103 392 158 180 238 45 205 Arrive On Green 0.06 0.68 0.00 0.10 0.72 0.72 0.11 0.20 0.20 0.07 0.15 0.15 Sat Flow, veh/h 3456 3554 1585 1781 3478 143 3563 796 910 3456 291 1338 Grp Volume(v), veh/h 76 1799 0 203 620 645 426 0 165 67 0 56 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1845 1781 0 1707 1728 0 1629 Q Serve(g_s), s 3.2 48.7 0.0 15.5 22.3 22.3 16.5 0.0 12.9 2.8 0.0 4.5 Cycle Q Clear(g_c), s 3.2 48.7 0.0 15.5 22.3 22.3 16.5 0.0 12.9 2.8 0.0 4.5 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.53 1.00 0.82
Lane Grp Cap(c), veh/h 221 2428 184 1284 1333 392 0 338 238 0 250 V/C Ratio(X) 0.34 0.74 1.10 0.48 0.48 1.09 0.00 0.49 0.28 0.00 0.22 Avail Cap(c_a), veh/h 230 2428 184 1284 1333 392 0 338 253 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 15.2 0.0 67.3 8.9 8.9 66.8 0.0 53.4 66.3 0.0 55.7 Incr Delay (d2), s/veh 0.9 2.1 0.0 96.6 1.3 1.3 70.9 0.0 5.0 0.6 0.0 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 19.5 0.0 12.0 8.7 9.0 11.4 0.0 6.0 1.2 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 17.3 0.0 163.8 10.2 10.1 137.6 0.0 58.4 67.0 0.0 57.7 LnGrp LOS E B F B B F A E E A E
Approach Vol, veh/h 1875 A 1468 591 123
Approach Delay, s/veh 19.4 31.4 115.5 62.8
Approach LOS B C F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 110.5 16.3 36.2 16.1 116.4 23.0 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 15.5 * 70 11.0 28.5 10.0 74.5 16.5 * 23 Max Q Clear Time (g_c+I1), s 17.5 50.7 4.8 14.9 5.2 24.3 18.5 6.5 Green Ext Time (p_c), s 0.0 13.4 0.1 0.7 0.1 12.2 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 39.0
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.

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

HCM 6th TWSC Year 2050 PM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 611 63 20 1202 62
Future Vol, veh/h 0 611 63 20 1202 62
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 0 664 68 22 1307 67
Major/Minor Minor2 Major2
Conflicting Flow All 2681 67 0 0
Stage 1 2681 - - -
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 ~ 22 997 - -
Stage 1 ~ 46 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 997 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 997 - -
HCM Lane V/C Ratio 0.09 - -
HCM Control Delay (s) 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 2050 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) 44 1193 10 41 609 268 19 93 101 533 97 96 Future Volume (veh/h) 44 1193 10 41 609 268 19 93 101 533 97 96 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 48 1297 11 45 662 291 21 101 110 579 105 104 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 93 1670 14 90 1106 486 40 176 149 658 226 224 Arrive On Green 0.05 0.46 0.46 0.05 0.46 0.46 0.02 0.09 0.09 0.19 0.26 0.26 Sat Flow, veh/h 1781 3611 31 1781 2402 1056 1781 1870 1585 3456 862 854 Grp Volume(v), veh/h 48 638 670 45 490 463 21 101 110 579 0 209 Grp Sat Flow(s),veh/h/ln 1781 1777 1865 1781 1777 1680 1781 1870 1585 1728 0 1717 Q Serve(g_s), s 2.5 29.2 29.2 2.4 19.9 19.9 1.1 5.0 6.5 15.8 0.0 9.9 Cycle Q Clear(g_c), s 2.5 29.2 29.2 2.4 19.9 19.9 1.1 5.0 6.5 15.8 0.0 9.9 Prop In Lane 1.00 0.02 1.00 0.63 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 93 822 862 90 819 774 40 176 149 658 0 450 V/C Ratio(X) 0.51 0.78 0.78 0.50 0.60 0.60 0.53 0.57 0.74 0.88 0.00 0.46 Avail Cap(c_a), veh/h 134 822 862 129 819 774 101 349 296 731 0 595 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 44.7 21.8 21.8 44.8 19.4 19.4 46.9 42.0 42.7 38.1 0.0 30.0 Incr Delay (d2), s/veh 4.3 7.1 6.8 4.2 3.2 3.4 10.5 2.9 6.9 11.2 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 13.1 13.7 1.2 8.6 8.2 0.6 2.4 2.8 7.6 0.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.0 29.0 28.7 49.0 22.7 22.8 57.4 45.0 49.7 49.3 0.0 30.8 LnGrp LOS D C C D C C E D D D A C
Approach Vol, veh/h 1356 998 232 788
Approach Delay, s/veh 29.5 23.9 48.3 44.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.5 50.2 6.7 30.5 9.7 50.0 23.0 14.2 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 7.3 44.5 20.5 18.1 Max Q Clear Time (g_c+I1), s 4.4 31.2 3.1 11.9 4.5 21.9 17.8 8.5 Green Ext Time (p_c), s 0.0 7.4 0.0 1.2 0.0 6.8 0.7 0.6 Intersection Summary
HCM 6th Ctrl Delay 32.6
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 2050 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) 148 1411 830 249 330 128
Future Volume (veh/h) 148 1411 830 249 330 128
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 161 1534 902 271 359 139
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 266 2130 1614 484 385 149
Arrive On Green 0.60 0.60 0.60 0.60 0.31 0.31
Sat Flow, veh/h 478 3647 2788 808 1259 487
Grp Volume(v), veh/h 161 1534 594 579 499 0
Grp Sat Flow(s),veh/h/ln 478 1777 1777 1725 1749 0
Q Serve(g_s), s 29.1 28.9 19.1 19.2 26.3 0.0
Cycle Q Clear(g_c), s 48.3 28.9 19.1 19.2 26.3 0.0
Prop In Lane 1.00 0.47 0.72 0.28
Lane Grp Cap(c), veh/h 266 2130 1065 1034 535 0
V/C Ratio(X) 0.61 0.72 0.56 0.56 0.93 0.00
Avail Cap(c_a), veh/h 274 2189 1095 1063 599 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 26.0 13.4 11.5 11.5 32.0 0.0
Incr Delay (d2), s/veh 3.6 1.1 0.6 0.6 20.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 10.7 7.0 6.9 13.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 14.6 12.1 12.1 52.5 0.0
LnGrp LOS C B B B D A
Approach Vol, veh/h 1695 1173 499
Approach Delay, s/veh 16.0 12.1 52.5
Approach LOS B B D
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 61.4 33.6 61.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 32.5 58.5
Max Q Clear Time (g_c+I1), s 50.3 28.3 21.2
Green Ext Time (p_c), s 6.6 0.8 10.4
Intersection Summary
HCM 6th Ctrl Delay 20.0
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 Year 2050 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) 195 48 367 178 28 411
Future Volume (veh/h) 195 48 367 178 28 411
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 212 52 399 193 30 447
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 290 71 564 273 159 833
Arrive On Green 0.21 0.21 0.47 0.47 0.47 0.47
Sat Flow, veh/h 1414 347 1191 576 48 1759
Grp Volume(v), veh/h 265 0 0 592 477 0
Grp Sat Flow(s),veh/h/ln 1767 0 0 1767 1807 0
Q Serve(g_s), s 3.9 0.0 0.0 7.4 0.0 0.0
Cycle Q Clear(g_c), s 3.9 0.0 0.0 7.4 7.4 0.0
Prop In Lane 0.80 0.20 0.33 0.06
Lane Grp Cap(c), veh/h 363 0 0 837 993 0
V/C Ratio(X) 0.73 0.00 0.00 0.71 0.48 0.00
Avail Cap(c_a), veh/h 1229 0 0 1669 1808 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 10.4 0.0 0.0 5.8 5.2 0.0
Incr Delay (d2), s/veh 2.8 0.0 0.0 1.1 0.4 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 1.3 0.0 0.0 1.3 0.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 0.0 0.0 6.9 5.6 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 265 592 477
Approach Delay, s/veh 13.3 6.9 5.6
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 17.8 17.8 10.3
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 26.5 19.5
Max Q Clear Time (g_c+I1), s 9.4 9.4 5.9
Green Ext Time (p_c), s 3.9 2.9 0.7
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Year 2050 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) 77 1049 105 176 1113 154 68 196 33 155 465 34 Future Volume (veh/h) 77 1049 105 176 1113 154 68 196 33 155 465 34 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 84 1140 114 191 1210 167 74 213 36 168 505 37 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 105 1559 695 172 1495 206 94 566 94 192 809 59 Arrive On Green 0.06 0.44 0.44 0.10 0.48 0.48 0.05 0.19 0.19 0.11 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3138 431 1781 3049 507 1781 3358 245 Grp Volume(v), veh/h 84 1140 114 191 683 694 74 123 126 168 267 275 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1793 1781 1777 1779 1781 1777 1826 Q Serve(g_s), s 6.5 37.1 6.1 13.5 45.8 46.3 5.7 8.5 8.7 13.0 18.8 18.9 Cycle Q Clear(g_c), s 6.5 37.1 6.1 13.5 45.8 46.3 5.7 8.5 8.7 13.0 18.8 18.9 Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.29 1.00 0.13
Lane Grp Cap(c), veh/h 105 1559 695 172 846 854 94 330 330 192 428 440 V/C Ratio(X) 0.80 0.73 0.16 1.11 0.81 0.81 0.79 0.37 0.38 0.88 0.62 0.63 Avail Cap(c_a), veh/h 126 1559 695 172 846 854 158 330 330 223 428 440 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 65.1 32.5 23.8 63.3 31.2 31.3 65.6 49.9 50.0 61.5 47.5 47.5 Incr Delay (d2), s/veh 26.0 3.1 0.5 101.9 8.1 8.3 13.7 3.2 3.3 27.2 6.7 6.6 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 3.7 16.6 0.1 11.0 21.3 21.8 3.0 4.1 4.2 7.4 9.2 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 91.1 35.5 24.3 165.1 39.3 39.6 79.2 53.1 53.3 88.8 54.1 54.1 LnGrp LOS F D C F D D E D D F D D
Approach Vol, veh/h 1338 1568 323 710
Approach Delay, s/veh 38.1 54.8 59.1 62.3
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 67.9 11.9 40.2 14.7 73.2 19.6 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 13.5 59.0 12.4 31.1 9.9 62.6 17.5 26.0 Max Q Clear Time (g_c+I1), s 15.5 39.1 7.7 20.9 8.5 48.3 15.0 10.7 Green Ext Time (p_c), s 0.0 8.9 0.0 2.4 0.0 8.2 0.1 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.8
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Year 2050 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) 44 1409 55 145 955 80 78 160 214 124 219 49 Future Volume (veh/h) 44 1409 55 145 955 80 78 160 214 124 219 49 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 48 1532 60 158 1038 87 85 174 101 135 238 53 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 62 1641 64 148 1845 823 105 374 317 153 336 75 Arrive On Green 0.03 0.47 0.47 0.08 0.52 0.52 0.06 0.20 0.20 0.09 0.23 0.23 Sat Flow, veh/h 1781 3487 136 1781 3554 1585 1781 1870 1585 1781 1481 330 Grp Volume(v), veh/h 48 779 813 158 1038 87 85 174 101 135 0 291 Grp Sat Flow(s),veh/h/ln 1781 1777 1846 1781 1777 1585 1781 1870 1585 1781 0 1811 Q Serve(g_s), s 4.0 61.9 62.5 12.5 29.8 4.2 7.1 12.3 8.2 11.2 0.0 22.2 Cycle Q Clear(g_c), s 4.0 61.9 62.5 12.5 29.8 4.2 7.1 12.3 8.2 11.2 0.0 22.2 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 62 836 869 148 1845 823 105 374 317 153 0 411 V/C Ratio(X) 0.78 0.93 0.94 1.06 0.56 0.11 0.81 0.47 0.32 0.88 0.00 0.71 Avail Cap(c_a), veh/h 115 836 869 148 1845 823 131 374 317 153 0 411 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 37.4 37.6 68.8 24.5 18.3 69.8 52.9 51.3 67.8 0.0 53.4 Incr Delay (d2), s/veh 18.3 18.3 18.5 92.1 1.2 0.3 25.5 4.1 2.6 40.4 0.0 9.9 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 30.8 32.3 9.5 12.9 1.6 4.0 6.3 3.5 6.9 0.0 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.2 55.7 56.0 160.8 25.7 18.6 95.2 57.0 53.9 108.2 0.0 63.2 LnGrp LOS F E E F C B F E D F A E
Approach Vol, veh/h 1640 1283 360 426
Approach Delay, s/veh 56.9 41.9 65.2 77.5
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 76.6 13.3 41.1 11.7 83.9 17.4 37.0 Change Period (Y+Rc), s 6.5 6.0 4.5 * 7 6.5 6.0 4.5 7.0 Max Green Setting (Gmax), s 12.5 70.6 11.0 * 32 9.7 73.4 12.9 30.0 Max Q Clear Time (g_c+I1), s 14.5 64.5 9.1 24.2 6.0 31.8 13.2 14.3 Green Ext Time (p_c), s 0.0 4.7 0.0 1.0 0.0 10.1 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2050 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) 29 1512 136 471 1247 170 130 124 297 730 235 28 Future Volume (veh/h) 29 1512 136 471 1247 170 130 124 297 730 235 28 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 32 1643 37 512 1355 185 141 135 78 793 255 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 2 2 2
Cap, veh/h 45 1779 40 581 2103 1035 246 227 459 834 1026 32 Arrive On Green 0.03 0.27 0.27 0.17 0.41 0.41 0.07 0.12 0.12 0.24 0.29 0.29 Sat Flow, veh/h 1781 6523 147 3456 5106 1585 3456 1870 1585 3456 3517 110 Grp Volume(v), veh/h 32 1215 465 512 1355 185 141 135 78 793 128 135 Grp Sat Flow(s),veh/h/ln 1781 1609 1844 1728 1702 1585 1728 1870 1585 1728 1777 1851 Q Serve(g_s), s 2.5 34.3 34.3 20.3 29.7 6.4 5.5 9.6 5.1 31.6 7.7 7.8 Cycle Q Clear(g_c), s 2.5 34.3 34.3 20.3 29.7 6.4 5.5 9.6 5.1 31.6 7.7 7.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 45 1316 503 581 2103 1035 246 227 459 834 518 540 V/C Ratio(X) 0.71 0.92 0.92 0.88 0.64 0.18 0.57 0.59 0.17 0.95 0.25 0.25 Avail Cap(c_a), veh/h 64 1316 503 753 2103 1035 346 227 459 839 518 540 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 67.7 49.5 49.5 56.9 33.0 9.5 63.0 58.2 37.2 52.3 37.9 37.9 Incr Delay (d2), s/veh 18.5 12.2 25.1 9.7 1.5 0.4 2.1 11.0 0.8 20.0 1.1 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 1.4 15.3 19.3 9.6 12.6 2.3 2.5 5.2 2.1 16.0 3.6 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.2 61.7 74.6 66.5 34.5 9.9 65.1 69.2 38.0 72.3 39.0 39.0 LnGrp LOS F E E E C A E E D E D D
Approach Vol, veh/h 1712 2052 354 1056
Approach Delay, s/veh 65.7 40.3 60.7 64.0
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.0 45.2 17.0 47.8 10.6 64.7 40.8 24.0 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 30.5 31.0 14.0 37.0 5.0 * 57 34.0 17.0 Max Q Clear Time (g_c+I1), s 22.3 36.3 7.5 9.8 4.5 31.7 33.6 11.6 Green Ext Time (p_c), s 1.3 0.0 0.2 1.5 0.0 12.1 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2050 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 1424 1196 194 2042 0 0 0 0 121 0 73 Future Volume (veh/h) 0 1424 1196 194 2042 0 0 0 0 121 0 73 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 1548 1300 211 2220 0 132 0 79
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 2362 1290 375 3461 0 375 0 172
Arrive On Green 0.00 0.46 0.46 0.11 0.68 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 1548 1300 211 2220 0 132 0 79
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 9.9 19.5 2.4 10.4 0.0 1.5 0.0 2.0
Cycle Q Clear(g_c), s 0.0 9.9 19.5 2.4 10.4 0.0 1.5 0.0 2.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2362 1290 375 3461 0 375 0 172 V/C Ratio(X) 0.00 0.66 1.01 0.56 0.64 0.00 0.35 0.00 0.46 Avail Cap(c_a), veh/h 0 2362 1290 451 3573 0 533 0 244
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 8.7 11.3 17.8 3.9 0.0 17.4 0.0 17.6 Incr Delay (d2), s/veh 0.0 0.7 26.9 1.3 0.4 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 2.7 8.9 0.9 1.3 0.0 0.5 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.4 38.2 19.2 4.2 0.0 18.0 0.0 19.5 LnGrp LOS A A F B A A B A B
Approach Vol, veh/h 2848 2431 211
Approach Delay, s/veh 22.5 5.5 18.6
Approach LOS C A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 24.0 9.1 33.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 19.5 6.5 29.5
Max Q Clear Time (g_c+I1), s 4.4 21.5 4.0 12.4
Green Ext Time (p_c), s 0.1 0.0 0.2 14.1
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 319 910 141 0 1004 115 920 279 47 130 0 458 Future Volume (veh/h) 319 910 141 0 1004 115 920 279 47 130 0 458 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 347 989 0 0 1091 125 1000 303 51 141 0 498 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 411 1438 0 1213 377 1018 1075 179 175 0 0
Arrive On Green 0.12 0.40 0.00 0.00 0.24 0.24 0.29 0.35 0.35 0.10 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3049 507 1781 141 Grp Volume(v), veh/h 347 989 0 0 1091 125 1000 175 179 141 49.7 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1779 1781 D Q Serve(g_s), s 9.2 21.4 0.0 0.0 19.3 6.1 26.8 6.6 6.8 7.2 Cycle Q Clear(g_c), s 9.2 21.4 0.0 0.0 19.3 6.1 26.8 6.6 6.8 7.2 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 411 1438 0 1213 377 1018 626 627 175 V/C Ratio(X) 0.84 0.69 0.00 0.90 0.33 0.98 0.28 0.29 0.81 Avail Cap(c_a), veh/h 411 1451 0 1231 382 1018 626 627 296 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 40.3 22.9 0.0 0.0 34.5 29.5 32.7 21.7 21.8 41.2 Incr Delay (d2), s/veh 14.8 1.4 0.0 0.0 9.1 0.5 23.8 1.1 1.1 8.4 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 %ile BackOfQ(50%),veh/ln 4.7 8.9 0.0 0.0 8.8 0.1 14.2 2.9 3.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 24.3 0.0 0.0 43.6 30.0 56.5 22.8 22.9 49.7 LnGrp LOS E C A D C E C C D
Approach Vol, veh/h 1336 A 1216 1354
Approach Delay, s/veh 32.3 42.2 47.7
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 13.7 37.4 42.3 32.0 15.6 26.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.5 32.9 38.1 27.5 11.1 22.5 Max Q Clear Time (g_c+I1), s 9.2 8.8 23.4 28.8 11.2 21.3 Green Ext Time (p_c), s 0.2 2.1 6.2 0.0 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 41.0
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC Year 2050 PM
11: San Marcos Blvd. & Westlake Dr. 04/28/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 77 1214 922 65 11 47
Future Vol, veh/h 77 1214 922 65 11 47
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 84 1320 1002 71 12 51
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1073 0 - 0 1866 537
Stage 1 - - - - 1038 -
Stage 2 - - - - 828 -
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 645 - - - 64 488
Stage 1 - - - - 302 -
Stage 2 - - - - 389 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 645 - - - 56 488
Mov Cap-2 Maneuver - - - - 56 -
Stage 1 - - - - 263 -
Stage 2 - - - - 389 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 31.5

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 645 - - - 198
HCM Lane V/C Ratio 0.13 - - - 0.318
HCM Control Delay (s) 11.4 - - - 31.5
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.4 - - - 1.3
HCM Signalized Intersection Capacity Analysis Year 2050 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) 131 1131 42 0 842 170 9 9 4 218 10 103 Future Volume (vph) 131 1131 42 0 842 170 9 9 4 218 10 103 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 1817 1583 1778 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.27 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 501 1583 1343 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) 142 1229 46 0 915 185 10 10 4 237 11 112 RTOR Reduction (vph) 0 0 24 0 0 117 0 0 3 0 0 85
Lane Group Flow (vph) 142 1229 22 0 915 68 0 20 1 0 248 27 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) 11.9 61.5 61.5 43.6 43.6 18.0 18.0 31.5 31.5 Effective Green, g (s) 11.9 61.5 61.5 43.6 43.6 18.0 18.0 31.5 31.5 Actuated g/C Ratio 0.09 0.47 0.47 0.34 0.34 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) 162 1674 748 1186 530 69 219 325 383 v/s Ratio Prot 0.08 c0.35 0.26
v/s Ratio Perm 0.01 0.04 c0.04 0.00 c0.18 0.02
v/c Ratio 0.88 0.73 0.03 0.77 0.13 0.29 0.00 0.76 0.07
Uniform Delay, d1 58.3 27.7 18.3 38.7 30.0 50.3 48.3 45.8 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 37.4 2.9 0.1 4.9 0.5 10.3 0.0 15.6 0.4 Delay (s) 95.7 30.6 18.4 43.6 30.5 60.6 48.3 61.3 38.3
Level of Service F C B D C E D E D
Approach Delay (s) 36.7 41.4 58.5 54.2
Approach LOS D D E D
Intersection Summary
HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 PM
13: Craven Rd. & Discovery St. 05/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1131 671 17 404 776 46
Future Volume (veh/h) 1131 671 17 404 776 46
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 1229 729 18 439 843 50
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 1341 1455 76 1341 964 857
Arrive On Green 0.38 0.38 0.38 0.38 0.54 0.54
Sat Flow, veh/h 3647 1585 224 3647 1781 1585
Grp Volume(v), veh/h 1229 729 18 439 843 50
Grp Sat Flow(s),veh/h/ln 1777 1585 224 1777 1781 1585
Q Serve(g_s), s 36.2 7.7 5.3 9.7 45.4 1.6
Cycle Q Clear(g_c), s 36.2 7.7 41.5 9.7 45.4 1.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1341 1455 76 1341 964 857
V/C Ratio(X) 0.92 0.50 0.24 0.33 0.87 0.06
Avail Cap(c_a), veh/h 1341 1455 76 1341 964 857
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 32.6 0.7 53.4 24.3 22.0 12.0
Incr Delay (d2), s/veh 10.1 0.3 1.6 0.1 10.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 17.0 20.3 0.5 4.1 20.7 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 1.0 55.0 24.5 32.9 12.1
LnGrp LOS D A D C C B
Approach Vol, veh/h 1958 457 893
Approach Delay, s/veh 27.2 25.7 31.8
Approach LOS C C C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 64.0 46.0 46.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 59.5 41.5 41.5
Max Q Clear Time (g_c+I1), s 47.4 38.2 43.5
Green Ext Time (p_c), s 2.9 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 PM
14: Discovery St. & Grand Ave. 05/10/2022
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 1340 63 21 240 128 8 5 27 179 21 30 Future Volume (veh/h) 38 1340 63 21 240 128 8 5 27 179 21 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 41 1457 68 23 261 139 9 5 29 195 23 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 69 1827 85 46 1167 603 114 80 278 463 179 257 Arrive On Green 0.04 0.53 0.53 0.03 0.52 0.52 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1781 3457 161 1781 2266 1170 208 312 1076 1375 695 996 Grp Volume(v), veh/h 41 747 778 23 203 197 43 0 0 195 0 56 Grp Sat Flow(s),veh/h/ln 1781 1777 1841 1781 1777 1660 1596 0 0 1375 0 1691 Q Serve(g_s), s 1.6 24.5 24.8 0.9 4.5 4.7 0.0 0.0 0.0 6.9 0.0 1.8 Cycle Q Clear(g_c), s 1.6 24.5 24.8 0.9 4.5 4.7 1.4 0.0 0.0 8.3 0.0 1.8 Prop In Lane 1.00 0.09 1.00 0.70 0.21 0.67 1.00 0.59
Lane Grp Cap(c), veh/h 69 939 973 46 915 855 472 0 0 463 0 436 V/C Ratio(X) 0.59 0.80 0.80 0.50 0.22 0.23 0.09 0.00 0.00 0.42 0.00 0.13 Avail Cap(c_a), veh/h 151 939 973 127 915 855 472 0 0 463 0 436 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 33.9 13.8 13.8 34.5 9.5 9.6 20.3 0.0 0.0 22.7 0.0 20.4 Incr Delay (d2), s/veh 7.8 6.9 6.9 8.3 0.6 0.6 0.4 0.0 0.0 2.8 0.0 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 0.8 10.2 10.6 0.5 1.7 1.7 0.6 0.0 0.0 3.0 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 20.7 20.7 42.8 10.1 10.2 20.7 0.0 0.0 25.5 0.0 21.0 LnGrp LOS D C C D B B C A A C A C
Approach Vol, veh/h 1566 423 43 251
Approach Delay, s/veh 21.3 11.9 20.7 24.5
Approach LOS C B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 42.4 23.0 7.3 41.4 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 37.9 18.5 6.1 36.9 18.5 Max Q Clear Time (g_c+I1), s 2.9 26.8 3.4 3.6 6.7 10.3
Green Ext Time (p_c), s 0.0 7.5 0.1 0.0 2.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 63 1329 21 64 431 95 8 0 29 221 0 148 Future Volume (veh/h) 63 1329 21 64 431 95 8 0 29 221 0 148 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 68 1445 -140 70 468 103 9 0 32 240 0 161 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 88 1616 0 90 1322 289 133 31 386 544 605 513 Arrive On Green 0.05 0.45 0.00 0.05 0.46 0.46 0.32 0.00 0.32 0.32 0.00 0.32 Sat Flow, veh/h 1781 3647 0 1781 2899 634 240 96 1194 1377 1870 1585 Grp Volume(v), veh/h 68 1305 0 70 286 285 41 0 0 240 0 161 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1756 1529 0 0 1377 1870 1585 Q Serve(g_s), s 3.0 24.9 0.0 3.1 8.2 8.3 0.0 0.0 0.0 9.4 0.0 6.0 Cycle Q Clear(g_c), s 3.0 24.9 0.0 3.1 8.2 8.3 1.4 0.0 0.0 10.8 0.0 6.0 Prop In Lane 1.00 0.00 1.00 0.36 0.22 0.78 1.00 1.00
Lane Grp Cap(c), veh/h 88 1616 0 90 810 801 550 0 0 544 605 513 V/C Ratio(X) 0.77 0.81 0.00 0.78 0.35 0.36 0.07 0.00 0.00 0.44 0.00 0.31 Avail Cap(c_a), veh/h 210 1960 0 169 940 929 550 0 0 544 605 513 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.1 18.5 0.0 37.0 13.9 13.9 18.5 0.0 0.0 21.6 0.0 20.1 Incr Delay (d2), s/veh 13.5 2.2 0.0 13.3 0.3 0.3 0.3 0.0 0.0 2.6 0.0 1.6 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 1.6 9.8 0.0 1.6 3.1 3.1 0.5 0.0 0.0 3.8 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.5 20.7 0.0 50.3 14.2 14.2 18.8 0.0 0.0 24.1 0.0 21.7 LnGrp LOS D C A D B B B A A C A C
Approach Vol, veh/h 1373 641 41 401
Approach Delay, s/veh 22.2 18.1 18.8 23.2
Approach LOS C B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.0 8.5 40.4 30.0 8.4 40.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 7.5 43.5 25.5 9.3 41.7 Max Q Clear Time (g_c+I1), s 3.4 5.1 26.9 12.8 5.0 10.3 Green Ext Time (p_c), s 0.1 0.0 8.9 1.1 0.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 21.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 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) 1237 113 174 377 114 224
Future Volume (veh/h) 1237 113 174 377 114 224
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 1345 123 189 410 124 134
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 1724 157 313 2492 221 340
Arrive On Green 0.52 0.52 0.09 0.70 0.12 0.12
Sat Flow, veh/h 3387 300 3456 3647 1781 1585
Grp Volume(v), veh/h 723 745 189 410 124 134
Grp Sat Flow(s),veh/h/ln 1777 1816 1728 1777 1781 1585
Q Serve(g_s), s 16.8 17.1 2.7 2.0 3.4 3.7
Cycle Q Clear(g_c), s 16.8 17.1 2.7 2.0 3.4 3.7
Prop In Lane 0.17 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 930 951 313 2492 221 340
V/C Ratio(X) 0.78 0.78 0.60 0.16 0.56 0.39
Avail Cap(c_a), veh/h 1087 1111 369 2864 674 744
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 9.9 9.9 22.5 2.6 21.2 17.4
Incr Delay (d2), s/veh 3.1 3.2 2.0 0.0 2.2 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 5.6 5.8 1.1 0.3 1.4 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 13.1 24.6 2.6 23.5 18.1
LnGrp LOS B B C A C B
Approach Vol, veh/h 1468 599 258
Approach Delay, s/veh 13.1 9.5 20.7
Approach LOS B A C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.9 9.2 31.5 40.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.5 31.5 41.5
Max Q Clear Time (g_c+I1), s 5.7 4.7 19.1 4.0
Green Ext Time (p_c), s 0.6 0.0 7.9 3.0
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 45 1314 148 147 404 67 148 0 147 157 0 105 Future Volume (veh/h) 45 1314 148 147 404 67 148 0 147 157 0 105 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 49 1428 161 160 439 73 161 0 160 171 0 114 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 74 1577 176 195 1982 884 225 8 164 235 7 113 Arrive On Green 0.04 0.49 0.49 0.11 0.56 0.56 0.23 0.00 0.23 0.23 0.00 0.23 Sat Flow, veh/h 1781 3222 360 1781 3554 1585 680 34 709 704 30 490 Grp Volume(v), veh/h 49 783 806 160 439 73 321 0 0 285 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1805 1781 1777 1585 1423 0 0 1224 0 0 Q Serve(g_s), s 2.2 32.1 32.9 7.0 5.0 1.7 0.0 0.0 0.0 0.6 0.0 0.0 Cycle Q Clear(g_c), s 2.2 32.1 32.9 7.0 5.0 1.7 17.9 0.0 0.0 18.5 0.0 0.0 Prop In Lane 1.00 0.20 1.00 1.00 0.50 0.50 0.60 0.40
Lane Grp Cap(c), veh/h 74 870 884 195 1982 884 397 0 0 356 0 0 V/C Ratio(X) 0.66 0.90 0.91 0.82 0.22 0.08 0.81 0.00 0.00 0.80 0.00 0.00 Avail Cap(c_a), veh/h 145 870 884 199 1982 884 397 0 0 356 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 37.7 18.6 18.8 34.8 8.9 8.2 30.4 0.0 0.0 30.6 0.0 0.0 Incr Delay (d2), s/veh 9.7 14.1 15.3 22.7 0.3 0.2 16.1 0.0 0.0 17.1 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 1.1 15.2 16.0 4.2 1.8 0.6 7.6 0.0 0.0 7.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.4 32.7 34.1 57.5 9.2 8.4 46.4 0.0 0.0 47.8 0.0 0.0 LnGrp LOS D C C E A A D A A D A A
Approach Vol, veh/h 1638 672 321 285
Approach Delay, s/veh 33.8 20.6 46.4 47.8
Approach LOS C C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.3 43.6 23.0 7.8 49.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.9 39.1 18.5 6.5 41.5 18.5 Max Q Clear Time (g_c+I1), s 9.0 34.9 19.9 4.2 7.0 20.5 Green Ext Time (p_c), s 0.0 3.4 0.0 0.0 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis Year 2050 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) 27 537 69 133 380 9 28 0 45 6 0 6
Future Volume (vph) 27 537 69 133 380 9 28 0 45 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 3527 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 3527 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) 29 584 75 145 413 10 30 0 49 7 0 7
RTOR Reduction (vph) 0 6 0 0 1 0 0 0 45 0 14 0
Lane Group Flow (vph) 29 653 0 145 422 0 0 30 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 32.3 8.2 39.5 5.3 5.3 1.3
Effective Green, g (s) 1.0 32.3 8.2 39.5 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 1626 210 2016 107 121 32
v/s Ratio Prot 0.02 c0.19 c0.08 0.12
v/s Ratio Perm c0.02 0.00 c0.00
v/c Ratio 1.16 0.40 0.69 0.21 0.28 0.03 0.01
Uniform Delay, d1 34.0 12.1 29.2 7.2 30.1 29.5 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 233.2 0.7 9.4 0.2 1.4 0.1 0.1
Delay (s) 267.2 12.8 38.6 7.4 31.5 29.6 33.4
Level of Service F B D A C C C
Approach Delay (s) 23.5 15.4 30.4 33.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 69.1 Sum of lost time (s) 22.0 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2050 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) 44 548 28 40 465 10 9 0 6 11 0 19
Future Volume (vph) 44 548 28 40 465 10 9 0 6 11 0 19
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) 48 596 30 43 505 11 10 0 7 12 0 21
RTOR Reduction (vph) 0 3 0 0 0 8 0 0 5 0 0 15
Lane Group Flow (vph) 48 623 0 43 505 3 0 10 2 12 0 6
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 29.1 5.5 28.3 28.3 33.1 33.1 34.1 34.1 Effective Green, g (s) 6.3 29.1 5.5 28.3 28.3 33.1 33.1 34.1 34.1 Actuated g/C Ratio 0.05 0.24 0.04 0.23 0.23 0.27 0.27 0.28 0.28 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) 174 825 152 808 361 473 423 487 436
v/s Ratio Prot c0.01 c0.18 0.01 0.14 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.28 0.76 0.28 0.62 0.01 0.02 0.00 0.02 0.01
Uniform Delay, d1 56.6 44.0 57.2 43.0 36.9 33.4 33.3 32.7 32.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 6.4 1.0 3.6 0.0 0.1 0.0 0.1 0.1 Delay (s) 57.4 50.4 58.3 46.6 36.9 33.5 33.3 32.8 32.7
Level of Service E D E D D C C C C
Approach Delay (s) 50.9 47.3 33.4 32.7
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 123.8 Sum of lost time (s) 22.0 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2050 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) 418 443 52 41 258 33 13 53 18 16 54 196 Future Volume (vph) 418 443 52 41 258 33 13 53 18 16 54 196 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 3483 3433 3479 1770 1791 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 3483 3433 3479 1770 1791 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) 454 482 57 45 280 36 14 58 20 17 59 213 RTOR Reduction (vph) 0 5 0 0 7 0 0 12 0 0 0 192
Lane Group Flow (vph) 454 534 0 45 309 0 14 66 0 17 59 21 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) 29.0 50.4 3.8 25.2 7.5 7.5 9.4 9.4 9.4 Effective Green, g (s) 29.0 50.4 3.8 25.2 7.5 7.5 9.4 9.4 9.4 Actuated g/C Ratio 0.31 0.53 0.04 0.27 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) 544 1861 138 929 140 142 176 185 157 v/s Ratio Prot c0.26 0.15 0.01 c0.09 0.01 c0.04 0.01 c0.03 v/s Ratio Perm 0.01
v/c Ratio 0.83 0.29 0.33 0.33 0.10 0.47 0.10 0.32 0.14
Uniform Delay, d1 30.4 12.1 44.0 27.8 40.3 41.5 38.6 39.5 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.6 0.4 1.4 0.2 0.3 2.4 0.2 1.0 0.4 Delay (s) 41.0 12.5 45.4 28.0 40.6 43.9 38.8 40.5 39.1
Level of Service D B D C D D D D D
Approach Delay (s) 25.5 30.2 43.4 39.4
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 29.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 94.3 Sum of lost time (s) 23.2 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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 39 1 16 27 877 70 54 803 1 Future Volume (veh/h) 0 2 23 39 1 16 27 877 70 54 803 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 42 1 17 29 953 76 59 873 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 10 119 281 2 127 62 1635 130 110 2724 3
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.08 0.03 0.49 0.49 0.06 0.52 0.52 Sat Flow, veh/h 0 119 1484 1092 26 1585 1781 3334 266 1781 5267 6 Grp Volume(v), veh/h 0 0 27 43 0 17 29 508 521 59 564 310 Grp Sat Flow(s),veh/h/ln 0 0 1603 1118 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 7.5 7.5 1.2 3.5 3.5 Cycle Q Clear(g_c), s 0.0 0.0 0.6 1.7 0.0 0.4 0.6 7.5 7.5 1.2 3.5 3.5 Prop In Lane 0.00 0.93 0.98 1.00 1.00 0.15 1.00 0.00
Lane Grp Cap(c), veh/h 0 0 128 283 0 127 62 871 894 110 1760 967 V/C Ratio(X) 0.00 0.00 0.21 0.15 0.00 0.13 0.47 0.58 0.58 0.54 0.32 0.32 Avail Cap(c_a), veh/h 0 0 1594 1556 0 1576 582 871 894 582 1760 967 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 15.8 16.6 0.0 15.7 17.4 6.7 6.7 16.7 5.1 5.1 Incr Delay (d2), s/veh 0.0 0.0 0.8 0.2 0.0 0.5 5.4 2.8 2.8 4.0 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 0.0 0.0 0.2 0.3 0.0 0.1 0.3 2.3 2.4 0.5 0.8 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 16.6 16.8 0.0 16.2 22.7 9.5 9.4 20.8 5.6 6.0 LnGrp LOS A A B B A B C A A C A A
Approach Vol, veh/h 27 60 1058 933
Approach Delay, s/veh 16.6 16.6 9.8 6.7
Approach LOS B B A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.8 22.5 7.4 5.8 23.5 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.0 18.0 36.5 12.0 18.0 36.5 Max Q Clear Time (g_c+I1), s 3.2 9.5 2.6 2.6 5.5 3.7
Green Ext Time (p_c), s 0.1 4.2 0.1 0.0 4.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 8.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2050 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) 48 8 4 16 0 135 26 870 21 278 825 51 Future Volume (veh/h) 48 8 4 16 0 135 26 870 21 278 825 51 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 9 4 17 0 147 28 946 23 302 897 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 88 163 73 49 0 176 51 1690 41 324 3100 190
Arrive On Green 0.05 0.13 0.13 0.03 0.00 0.11 0.03 0.48 0.48 0.18 0.63 0.63 Sat Flow, veh/h 1781 1227 545 1781 0 1585 1781 3545 86 1781 4919 301 Grp Volume(v), veh/h 52 0 13 17 0 147 28 474 495 302 620 332 Grp Sat Flow(s),veh/h/ln 1781 0 1772 1781 0 1585 1781 1777 1855 1781 1702 1816 Q Serve(g_s), s 4.0 0.0 0.9 1.3 0.0 12.7 2.2 26.7 26.7 23.4 11.5 11.6 Cycle Q Clear(g_c), s 4.0 0.0 0.9 1.3 0.0 12.7 2.2 26.7 26.7 23.4 11.5 11.6 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.05 1.00 0.17
Lane Grp Cap(c), veh/h 88 0 236 49 0 176 51 847 884 324 2145 1145 V/C Ratio(X) 0.59 0.00 0.06 0.35 0.00 0.83 0.55 0.56 0.56 0.93 0.29 0.29 Avail Cap(c_a), veh/h 102 0 481 102 0 430 83 847 884 337 2145 1145 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 53.0 66.8 0.0 61.0 67.1 26.2 26.2 56.4 11.7 11.7 Incr Delay (d2), s/veh 6.6 0.0 0.1 4.1 0.0 9.9 9.1 2.7 2.6 31.2 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 2.0 0.0 0.4 0.7 0.0 5.6 1.1 11.9 12.4 13.3 4.5 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.7 0.0 53.1 70.9 0.0 70.8 76.2 28.8 28.7 87.6 12.0 12.4 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 65 164 997 1254
Approach Delay, s/veh 68.0 70.8 30.1 30.3
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.0 73.0 12.9 22.1 10.5 94.5 9.9 25.1 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 42.2 8.0 38.0 6.5 62.2 8.0 38.0 Max Q Clear Time (g_c+I1), s 25.4 28.7 6.0 14.7 4.2 13.6 3.3 2.9 Green Ext Time (p_c), s 0.1 5.3 0.0 0.8 0.0 7.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 33.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 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) 153 110 305 109 114 365 119 716 68 142 774 67 Future Volume (veh/h) 153 110 305 109 114 365 119 716 68 142 774 67 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 166 120 169 118 124 234 129 778 74 154 841 73 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 328 675 301 148 333 282 143 1766 167 254 1750 151 Arrive On Green 0.09 0.19 0.19 0.08 0.18 0.18 0.08 0.37 0.37 0.07 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4745 449 3456 4786 414 Grp Volume(v), veh/h 166 120 169 118 124 234 129 557 295 154 597 317 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1790 1728 1702 1796 Q Serve(g_s), s 4.3 2.6 9.0 6.1 5.5 13.3 6.7 11.5 11.6 4.0 12.6 12.7 Cycle Q Clear(g_c), s 4.3 2.6 9.0 6.1 5.5 13.3 6.7 11.5 11.6 4.0 12.6 12.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.23
Lane Grp Cap(c), veh/h 328 675 301 148 333 282 143 1267 666 254 1244 657 V/C Ratio(X) 0.51 0.18 0.56 0.80 0.37 0.83 0.90 0.44 0.44 0.61 0.48 0.48 Avail Cap(c_a), veh/h 351 1159 517 219 650 551 143 1267 666 277 1244 657 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 40.2 31.8 34.4 42.1 33.8 37.1 42.7 22.0 22.1 42.0 22.8 22.9 Incr Delay (d2), s/veh 1.2 0.1 1.6 11.7 0.7 6.2 47.7 1.1 2.1 3.3 1.3 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 1.1 3.6 3.1 2.5 5.6 4.8 4.7 5.1 1.8 5.2 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 31.9 36.0 53.8 34.5 43.2 90.3 23.1 24.2 45.3 24.2 25.4 LnGrp LOS D C D D C D F C C D C C
Approach Vol, veh/h 455 476 981 1068
Approach Delay, s/veh 36.9 43.6 32.3 27.6
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.4 41.6 14.3 24.3 14.0 41.0 15.4 23.2 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 7.5 34.2 11.5 30.5 7.5 34.2 9.5 32.5 Max Q Clear Time (g_c+I1), s 6.0 13.6 8.1 11.0 8.7 14.7 6.3 15.3 Green Ext Time (p_c), s 0.1 5.7 0.1 1.2 0.0 6.1 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 33.1
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis Year 2050 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) 98 0 123 10 1 43 208 1439 6 33 803 52 Future Volume (vph) 98 0 123 10 1 43 208 1439 6 33 803 52 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 5082 1770 5039 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 5082 1770 5039 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) 107 0 134 11 1 47 226 1564 7 36 873 57
RTOR Reduction (vph) 0 0 121 0 0 45 0 0 0 0 3 0
Lane Group Flow (vph) 0 107 13 11 1 2 226 1571 0 36 927 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) 13.8 13.8 5.8 5.8 5.8 19.9 86.3 7.3 73.7 Effective Green, g (s) 13.8 13.8 5.8 5.8 5.8 19.9 86.3 7.3 73.7 Actuated g/C Ratio 0.10 0.10 0.04 0.04 0.04 0.14 0.62 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) 174 156 73 77 65 487 3132 92 2652
v/s Ratio Prot c0.06 c0.01 0.00 c0.07 c0.31 0.02 0.18
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.61 0.08 0.15 0.01 0.03 0.46 0.50 0.39 0.35
Uniform Delay, d1 60.6 57.4 64.7 64.4 64.4 55.2 14.9 64.2 19.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.3 0.2 1.0 0.1 0.2 0.7 0.6 2.7 0.4 Delay (s) 66.9 57.6 65.7 64.4 64.6 55.9 15.5 66.9 19.6
Level of Service E E E E E E B E B
Approach Delay (s) 61.7 64.8 20.6 21.4
Approach LOS E E C C
Intersection Summary
HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 453 379 44 235 234 226 9 1242 369 288 903 479 Future Volume (veh/h) 453 379 44 235 234 226 9 1242 369 288 903 479 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 492 412 48 255 254 246 10 1350 401 313 982 521 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 511 1130 129 306 615 286 79 1457 431 334 2281 708 Arrive On Green 0.15 0.24 0.24 0.09 0.18 0.18 0.02 0.37 0.37 0.10 0.45 0.45 Sat Flow, veh/h 3456 4647 532 3456 3404 1585 3456 3909 1157 3456 5106 1585 Grp Volume(v), veh/h 492 300 160 255 254 246 10 1175 576 313 982 521 Grp Sat Flow(s),veh/h/ln 1728 1702 1775 1728 1702 1585 1728 1702 1662 1728 1702 1585 Q Serve(g_s), s 21.2 11.0 11.3 10.9 9.9 22.6 0.4 49.6 49.9 13.5 19.8 40.6 Cycle Q Clear(g_c), s 21.2 11.0 11.3 10.9 9.9 22.6 0.4 49.6 49.9 13.5 19.8 40.6 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 511 828 432 306 615 286 79 1269 620 334 2281 708 V/C Ratio(X) 0.96 0.36 0.37 0.83 0.41 0.86 0.13 0.93 0.93 0.94 0.43 0.74 Avail Cap(c_a), veh/h 511 905 472 422 817 380 230 1269 620 334 2281 708 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 63.5 47.1 47.2 67.3 54.4 59.6 71.8 45.1 45.2 67.3 28.4 34.2 Incr Delay (d2), s/veh 30.3 0.3 0.5 9.8 0.4 14.1 0.7 12.8 22.5 33.2 0.6 6.7 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 11.5 4.7 5.1 5.2 4.3 10.2 0.2 23.1 24.4 7.5 8.3 17.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.7 47.4 47.7 77.1 54.9 73.7 72.6 57.8 67.7 100.5 29.0 40.9 LnGrp LOS F D D E D E E E E F C D
Approach Vol, veh/h 952 755 1761 1816
Approach Delay, s/veh 71.4 68.5 61.1 44.8
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 63.4 20.3 44.3 10.9 74.5 29.7 34.9 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 14.5 47.5 18.3 39.9 10.0 52.0 22.2 * 36 Max Q Clear Time (g_c+I1), s 15.5 51.9 12.9 13.3 2.4 42.6 23.2 24.6 Green Ext Time (p_c), s 0.0 0.0 0.4 3.1 0.0 5.7 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 58.4
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2050 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) 282 57 76 15 58 223 77 2863 18 194 1448 289 Future Volume (veh/h) 282 57 76 15 58 223 77 2863 18 194 1448 289 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 307 62 83 16 63 242 84 3112 20 211 1574 314 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 368 828 369 149 603 269 139 3287 21 254 2861 571 Arrive On Green 0.11 0.23 0.23 0.04 0.17 0.17 0.04 0.49 0.49 0.07 0.53 0.53 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6646 43 3456 5420 1081 Grp Volume(v), veh/h 307 62 83 16 63 242 84 2259 873 211 1401 487 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1863 1728 1609 1676 Q Serve(g_s), s 10.1 1.6 4.9 0.5 1.7 17.3 2.8 51.4 51.6 7.0 22.4 22.4 Cycle Q Clear(g_c), s 10.1 1.6 4.9 0.5 1.7 17.3 2.8 51.4 51.6 7.0 22.4 22.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.65
Lane Grp Cap(c), veh/h 368 828 369 149 603 269 139 2387 921 254 2547 884 V/C Ratio(X) 0.83 0.07 0.22 0.11 0.10 0.90 0.60 0.95 0.95 0.83 0.55 0.55 Avail Cap(c_a), veh/h 427 828 369 538 676 302 206 2387 921 254 2547 884 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 50.7 34.6 35.9 53.2 40.6 47.0 54.6 27.8 27.8 52.9 18.2 18.2 Incr Delay (d2), s/veh 11.8 0.0 0.3 0.3 0.1 26.2 4.1 9.5 19.4 20.2 0.9 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.7 1.9 0.2 0.8 8.7 1.3 21.0 26.9 3.7 8.3 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.5 34.7 36.2 53.5 40.7 73.3 58.7 37.3 47.2 73.1 19.0 20.6 LnGrp LOS E C D D D E E D D E B C
Approach Vol, veh/h 452 321 3216 2099
Approach Delay, s/veh 53.8 65.9 40.6 24.8
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.0 61.7 9.5 31.5 9.2 65.5 16.8 24.1 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 8.5 57.2 18.0 18.3 6.9 58.8 14.3 22.0 Max Q Clear Time (g_c+I1), s 9.0 53.6 2.5 6.9 4.8 24.4 12.1 19.3 Green Ext Time (p_c), s 0.0 3.5 0.0 0.4 0.0 19.1 0.3 0.3 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Year 2050 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) 169 1 438 0 0 0 0 1785 603 353 2091 0 Future Volume (veh/h) 169 1 438 0 0 0 0 1785 603 353 2091 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 123 0 542 0 1940 655 384 2273 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 363 0 647 0 2473 768 473 3470 0
Arrive On Green 0.20 0.00 0.20 0.00 0.48 0.48 0.14 0.68 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 123 0 542 0 1940 655 384 2273 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 4.6 0.0 12.7 0.0 24.4 28.1 8.3 19.9 0.0 Cycle Q Clear(g_c), s 4.6 0.0 12.7 0.0 24.4 28.1 8.3 19.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 363 0 647 0 2473 768 473 3470 0
V/C Ratio(X) 0.34 0.00 0.84 0.00 0.78 0.85 0.81 0.66 0.00 Avail Cap(c_a), veh/h 427 0 759 0 2473 768 532 3470 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 26.3 0.0 29.5 0.0 16.6 17.5 32.4 7.1 0.0 Incr Delay (d2), s/veh 0.5 0.0 7.2 0.0 2.6 11.6 8.4 1.0 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 %ile BackOfQ(50%),veh/ln 1.9 0.0 5.3 0.0 9.1 11.6 3.9 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 0.0 36.8 0.0 19.1 29.1 40.8 8.1 0.0 LnGrp LOS C A D A B C D A A
Approach Vol, veh/h 665 2595 2657
Approach Delay, s/veh 34.9 21.7 12.8
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.1 41.9 20.3 57.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.9 36.1 18.5 52.5
Max Q Clear Time (g_c+I1), s 10.3 30.1 14.7 21.9
Green Ext Time (p_c), s 0.2 5.5 1.1 23.1
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis Year 2050 PM 28: Twin Oaks Valley Road & 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 0 638 0 777 0 1558 585 0 1297 309 Future Volume (vph) 0 0 0 638 0 777 0 1558 585 0 1297 309 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 0 693 0 845 0 1693 636 0 1410 336
RTOR Reduction (vph) 0 0 0 0 0 22 0 0 375 0 0 198
Lane Group Flow (vph) 0 0 0 693 0 823 0 1693 261 0 1410 138 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 16.9 16.9 18.0 18.0 18.0 18.0
Effective Green, g (s) 16.9 16.9 18.0 18.0 18.0 18.0
Actuated g/C Ratio 0.38 0.38 0.41 0.41 0.41 0.41
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) 1321 1072 2084 649 2084 649
v/s Ratio Prot c0.33 0.28
v/s Ratio Perm 0.20 c0.30 0.16 0.09
v/c Ratio 0.52 0.77 0.81 0.40 0.68 0.21
Uniform Delay, d1 10.4 11.8 11.5 9.1 10.6 8.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 3.4 3.6 1.9 1.8 0.7
Delay (s) 10.8 15.1 15.0 11.0 12.4 9.1
Level of Service B B B B B A
Approach Delay (s) 0.0 13.2 13.9 11.7
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 43.9 Sum of lost time (s) 9.0 Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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 41 150 21 75 71 1940 191 0 1467 20 Future Volume (veh/h) 2 12 41 150 21 75 71 1940 191 0 1467 20 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 45 163 23 82 77 2109 208 0 1595 22 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 60 209 174 93 332 215 2355 230 0 2343 32
Arrive On Green 0.00 0.16 0.16 0.10 0.26 0.26 0.06 0.50 0.50 0.00 0.36 0.36 Sat Flow, veh/h 1781 368 1273 1781 359 1281 3456 4730 461 0 6851 91 Grp Volume(v), veh/h 2 0 58 163 0 105 77 1511 806 0 1168 449 Grp Sat Flow(s),veh/h/ln 1781 0 1641 1781 0 1640 1728 1702 1787 0 1609 1854 Q Serve(g_s), s 0.1 0.0 1.7 5.1 0.0 2.8 1.2 22.5 23.2 0.0 11.6 11.6 Cycle Q Clear(g_c), s 0.1 0.0 1.7 5.1 0.0 2.8 1.2 22.5 23.2 0.0 11.6 11.6 Prop In Lane 1.00 0.78 1.00 0.78 1.00 0.26 0.00 0.05
Lane Grp Cap(c), veh/h 5 0 270 174 0 425 215 1695 890 0 1716 659 V/C Ratio(X) 0.41 0.00 0.22 0.94 0.00 0.25 0.36 0.89 0.91 0.00 0.68 0.68 Avail Cap(c_a), veh/h 158 0 525 174 0 539 307 1695 890 0 1716 659 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 28.0 0.0 20.4 25.2 0.0 16.5 25.3 12.8 12.9 0.0 15.4 15.4 Incr Delay (d2), s/veh 47.2 0.0 0.4 49.7 0.0 0.3 1.0 7.6 14.5 0.0 2.2 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 4.4 0.0 1.0 0.5 8.5 10.9 0.0 4.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.2 0.0 20.8 74.9 0.0 16.8 26.3 20.3 27.4 0.0 17.6 21.0 LnGrp LOS E A C E A B C C C A B C
Approach Vol, veh/h 60 268 2394 1617
Approach Delay, s/veh 22.6 52.1 22.9 18.6
Approach LOS C D C B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.5 10.0 13.7 8.0 24.5 4.7 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 5.5 18.0 5.0 18.5 5.0 18.5 Max Q Clear Time (g_c+I1), s 25.2 7.1 3.7 3.2 13.6 2.1 4.8 Green Ext Time (p_c), s 2.6 0.0 0.2 0.0 3.8 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 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) 335 585 350 332 530 125 394 918 227 83 585 264 Future Volume (veh/h) 335 585 350 332 530 125 394 918 227 83 585 264 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 364 636 283 361 576 115 428 998 158 90 636 233 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 1224 244 304 1161 645 211 754 276 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 2953 588 3456 3554 1585 3456 2547 932 Grp Volume(v), veh/h 364 636 283 361 346 345 428 998 158 90 444 425 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1765 1728 1777 1585 1728 1777 1703 Q Serve(g_s), s 13.0 15.3 6.7 10.0 17.7 17.8 11.0 32.9 8.2 3.1 29.3 29.3 Cycle Q Clear(g_c), s 13.0 15.3 6.7 10.0 17.7 17.8 11.0 32.9 8.2 3.1 29.3 29.3 Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 359 1558 1468 276 736 731 304 1161 645 211 526 504 V/C Ratio(X) 1.01 0.41 0.19 1.31 0.47 0.47 1.41 0.86 0.25 0.43 0.84 0.84 Avail Cap(c_a), veh/h 359 1558 1468 276 736 731 304 1161 645 263 526 504 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 56.0 24.0 15.6 57.5 26.6 26.6 57.0 39.4 24.4 56.6 41.3 41.3 Incr Delay (d2), s/veh 50.7 0.8 0.3 161.3 2.1 2.2 201.9 8.4 0.9 1.4 15.2 15.8 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 8.2 6.6 2.2 10.6 7.9 7.9 13.3 15.6 3.3 1.4 15.0 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.7 24.8 15.9 218.8 28.8 28.8 258.9 47.7 25.3 57.9 56.4 57.1 LnGrp LOS F C B F C C F D C E E E
Approach Vol, veh/h 1283 1052 1584 959
Approach Delay, s/veh 46.1 94.0 102.6 56.9
Approach LOS D F F E
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 17.3 13.0 31.3 15.0 19.8 5.1 34.9 Green Ext Time (p_c), s 0.0 5.6 0.0 2.7 0.0 3.9 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 76.9
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 2050 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) 207 15 115 25 7 5 122 936 25 46 1051 208 Future Volume (vph) 207 15 115 25 7 5 122 936 25 46 1051 208 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 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1615 1770 1755 1770 3525 1770 3452 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1615 1770 1755 1770 3525 1770 3452 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) 225 16 125 27 8 5 133 1017 27 50 1142 226 RTOR Reduction (vph) 0 102 0 0 5 0 0 1 0 0 12 0
Lane Group Flow (vph) 225 39 0 27 8 0 133 1043 0 50 1356 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) 14.6 14.6 4.4 4.4 6.1 31.2 3.3 28.4 Effective Green, g (s) 14.6 14.6 4.4 4.4 6.1 31.2 3.3 28.4 Actuated g/C Ratio 0.19 0.19 0.06 0.06 0.08 0.40 0.04 0.36 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) 331 302 99 99 138 1410 74 1256
v/s Ratio Prot c0.13 0.02 c0.02 0.00 c0.08 c0.30 0.03 c0.39 v/s Ratio Perm
v/c Ratio 0.68 0.13 0.27 0.08 0.96 0.74 0.68 1.08
Uniform Delay, d1 29.5 26.4 35.3 34.9 35.8 19.9 36.8 24.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 0.2 1.5 0.4 65.1 3.5 21.7 49.8 Delay (s) 35.0 26.6 36.8 35.3 100.9 23.5 58.5 74.6
Level of Service C C D D F C E E
Approach Delay (s) 31.8 36.3 32.2 74.0
Approach LOS C D C E
Intersection Summary
HCM 2000 Control Delay 52.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 78.0 Sum of lost time (s) 24.5 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 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) 251 360 165 157 337 64 205 761 281 76 579 123 Future Volume (veh/h) 251 360 165 157 337 64 205 761 281 76 579 123 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 273 391 179 171 366 70 223 827 305 83 629 134 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 291 525 237 201 473 89 227 1437 641 119 1221 545 Arrive On Green 0.16 0.22 0.22 0.11 0.16 0.16 0.13 0.40 0.40 0.07 0.34 0.34 Sat Flow, veh/h 1781 2379 1075 1781 2981 565 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 273 291 279 171 217 219 223 827 305 83 629 134 Grp Sat Flow(s),veh/h/ln 1781 1777 1677 1781 1777 1769 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 16.8 16.9 17.3 10.4 13.0 13.2 13.8 20.0 15.7 5.1 15.7 6.7 Cycle Q Clear(g_c), s 16.8 16.9 17.3 10.4 13.0 13.2 13.8 20.0 15.7 5.1 15.7 6.7 Prop In Lane 1.00 0.64 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 392 370 201 282 280 227 1437 641 119 1221 545 V/C Ratio(X) 0.94 0.74 0.76 0.85 0.77 0.78 0.98 0.58 0.48 0.70 0.52 0.25 Avail Cap(c_a), veh/h 291 562 531 257 513 510 227 1437 641 146 1221 545 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 45.8 40.3 40.4 48.3 44.7 44.8 48.3 25.6 24.4 50.7 29.0 26.1 Incr Delay (d2), s/veh 36.8 3.1 3.7 18.8 4.4 4.7 55.2 1.7 2.5 10.6 1.6 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 10.3 7.7 7.5 5.7 6.0 6.1 9.6 8.7 6.3 2.6 6.9 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.6 43.4 44.1 67.1 49.1 49.6 103.5 27.3 26.9 61.3 30.6 27.2 LnGrp LOS F D D E D D F C C E C C
Approach Vol, veh/h 843 607 1355 846
Approach Delay, s/veh 56.3 54.3 39.8 33.0
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.3 50.9 17.1 30.6 19.0 44.2 24.0 23.7 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 * 9.1 * 43 16.0 * 35 * 14 * 38 18.1 * 32 Max Q Clear Time (g_c+I1), s 7.1 22.0 12.4 19.3 15.8 17.7 18.8 15.2 Green Ext Time (p_c), s 0.0 7.2 0.1 3.2 0.0 4.8 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 44.5
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 2050 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) 44 832 975 58 17 50
Future Volume (veh/h) 44 832 975 58 17 50
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 48 904 1060 63 18 54
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 450 1974 1374 613 729 648
Arrive On Green 0.39 0.39 0.39 0.39 0.41 0.41
Sat Flow, veh/h 973 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 48 904 1060 63 18 54
Grp Sat Flow(s),veh/h/ln 486 1702 1777 1585 1781 1585
Q Serve(g_s), s 2.0 5.8 11.5 1.1 0.3 0.9
Cycle Q Clear(g_c), s 13.5 5.8 11.5 1.1 0.3 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 450 1974 1374 613 729 648
V/C Ratio(X) 0.11 0.46 0.77 0.10 0.02 0.08
Avail Cap(c_a), veh/h 471 2088 1453 648 729 648
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 17.7 10.1 11.8 8.6 7.8 8.0
Incr Delay (d2), s/veh 0.1 0.2 2.5 0.1 0.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.7 3.9 0.3 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.8 10.2 14.3 8.7 7.8 8.2
LnGrp LOS B B B A A A
Approach Vol, veh/h 952 1123 72
Approach Delay, s/veh 10.6 14.0 8.1
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 21.5 22.5 21.5
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 15.5 2.9 13.5
Green Ext Time (p_c), s 1.5 0.1 2.8
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2050 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) 68 625 125 68 452 40 187 44 84 27 42 58 Future Volume (veh/h) 68 625 125 68 452 40 187 44 84 27 42 58 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 74 679 136 74 491 43 203 48 91 29 46 63 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 111 1293 256 216 1074 479 267 203 386 93 605 513 Arrive On Green 0.06 0.30 0.30 0.06 0.30 0.30 0.08 0.35 0.35 0.05 0.32 0.32 Sat Flow, veh/h 1781 4276 846 3456 3554 1585 3456 578 1095 1781 1870 1585 Grp Volume(v), veh/h 74 539 276 74 491 43 203 0 139 29 46 63 Grp Sat Flow(s),veh/h/ln 1781 1702 1718 1728 1777 1585 1728 0 1673 1781 1870 1585 Q Serve(g_s), s 4.7 15.3 15.6 2.4 13.0 2.3 6.7 0.0 6.8 1.8 2.0 3.3 Cycle Q Clear(g_c), s 4.7 15.3 15.6 2.4 13.0 2.3 6.7 0.0 6.8 1.8 2.0 3.3 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.65 1.00 1.00
Lane Grp Cap(c), veh/h 111 1029 519 216 1074 479 267 0 589 93 605 513 V/C Ratio(X) 0.67 0.52 0.53 0.34 0.46 0.09 0.76 0.00 0.24 0.31 0.08 0.12 Avail Cap(c_a), veh/h 176 1029 519 252 1074 479 415 0 589 159 605 513 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 53.4 33.7 33.8 52.3 32.9 29.1 52.7 0.0 26.7 53.2 27.3 27.7 Incr Delay (d2), s/veh 6.7 1.9 3.9 0.9 1.4 0.4 4.5 0.0 0.9 1.9 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 2.3 6.6 7.0 1.1 5.8 0.9 3.1 0.0 2.9 0.9 0.9 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 35.6 37.6 53.2 34.3 29.5 57.1 0.0 27.6 55.0 27.5 28.2 LnGrp LOS E D D D C C E A C E C C
Approach Vol, veh/h 889 608 342 138
Approach Delay, s/veh 38.3 36.3 45.1 33.6
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 42.0 16.0 44.7 13.8 42.0 12.7 48.0 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 8.5 35.2 14.0 35.0 11.5 32.2 10.4 * 41 Max Q Clear Time (g_c+I1), s 4.4 17.6 8.7 5.3 6.7 15.0 3.8 8.8 Green Ext Time (p_c), s 0.1 5.2 0.3 0.4 0.1 3.2 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 38.5
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 2050 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) 8 529 240 229 353 9 151 3 233 11 5 9 Future Volume (vph) 8 529 240 229 353 9 151 3 233 11 5 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 1731 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 1770 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) 9 575 261 249 384 10 164 3 253 12 5 10
RTOR Reduction (vph) 0 0 148 0 1 0 0 0 220 0 10 0
Lane Group Flow (vph) 9 575 113 249 393 0 84 83 33 0 17 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 10.1 10.1 10.1 2.6 Effective Green, g (s) 1.2 33.7 33.7 10.1 43.6 10.1 10.1 10.1 2.6 Actuated g/C Ratio 0.02 0.43 0.43 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 1538 688 230 1983 219 219 206 59
v/s Ratio Prot 0.01 c0.16 c0.14 0.11 c0.05 0.05
v/s Ratio Perm 0.07 0.02 c0.01
v/c Ratio 0.33 0.37 0.16 1.08 0.20 0.38 0.38 0.16 0.29
Uniform Delay, d1 37.8 14.8 13.3 33.7 8.3 30.9 30.8 29.9 36.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 0.7 0.5 83.1 0.2 1.1 1.1 0.4 2.8 Delay (s) 44.9 15.5 13.8 116.8 8.6 32.0 31.9 30.3 39.3
Level of Service D B B F A C C C D
Approach Delay (s) 15.3 50.5 31.0 39.3
Approach LOS B D C D
Intersection Summary
HCM 2000 Control Delay 30.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 77.5 Sum of lost time (s) 21.0 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2050 PM
36: Barham Dr. & SR-78 EB Off 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) 461 443 588 249 205 7
Future Volume (veh/h) 461 443 588 249 205 7
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 501 482 639 271 223 8
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 501 2856 1953 828 235 209
Arrive On Green 0.80 0.80 0.80 0.80 0.13 0.13
Sat Flow, veh/h 613 3647 2525 1031 1781 1585
Grp Volume(v), veh/h 501 482 467 443 223 8
Grp Sat Flow(s),veh/h/ln 613 1777 1777 1685 1781 1585
Q Serve(g_s), s 102.7 4.3 9.8 9.8 17.4 0.6
Cycle Q Clear(g_c), s 112.5 4.3 9.8 9.8 17.4 0.6
Prop In Lane 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 501 2856 1428 1354 235 209
V/C Ratio(X) 1.00 0.17 0.33 0.33 0.95 0.04
Avail Cap(c_a), veh/h 501 2856 1428 1354 235 209
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 23.9 3.1 3.7 3.7 60.3 53.0
Incr Delay (d2), s/veh 40.1 0.0 0.1 0.1 46.5 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 23.6 1.3 3.0 2.9 10.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 3.2 3.8 3.8 106.7 53.3
LnGrp LOS E A A A F D
Approach Vol, veh/h 983 910 231
Approach Delay, s/veh 34.2 3.8 104.9
Approach LOS C A F
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 117.0 23.0 117.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 112.5 18.5 112.5
Max Q Clear Time (g_c+I1), s 114.5 19.4 11.8
Green Ext Time (p_c), s 0.0 0.0 7.6
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2050 PM
37: Barham Dr./Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 292 222 506 258 112 725
Future Volume (veh/h) 292 222 506 258 112 725
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 317 241 550 280 122 788
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 493 439 1091 487 174 1804
Arrive On Green 0.28 0.28 0.31 0.31 0.10 0.51
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 317 241 550 280 122 788
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 10.2 8.4 8.2 9.7 4.3 9.1
Cycle Q Clear(g_c), s 10.2 8.4 8.2 9.7 4.3 9.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 493 439 1091 487 174 1804
V/C Ratio(X) 0.64 0.55 0.50 0.58 0.70 0.44
Avail Cap(c_a), veh/h 493 439 1091 487 200 1804
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 20.7 20.0 18.5 19.0 28.4 10.1
Incr Delay (d2), s/veh 6.3 4.9 1.7 4.9 8.9 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 3.5 3.4 3.9 2.2 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 24.9 20.1 23.8 37.3 10.9
LnGrp LOS C C C C D B
Approach Vol, veh/h 558 830 910
Approach Delay, s/veh 26.1 21.4 14.4
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 27.0 25.0 40.0
Change Period (Y+Rc), s 6.7 * 7 * 7 * 7
Max Green Setting (Gmax), s 7.3 * 19 * 18 * 33
Max Q Clear Time (g_c+I1), s 6.3 11.7 12.2 11.1
Green Ext Time (p_c), s 0.0 2.8 1.0 5.7
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2050 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) 246 63 139 429 87 145
Future Volume (veh/h) 246 63 139 429 87 145
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 267 68 151 466 95 158
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 1039 260 192 1993 451 401
Arrive On Green 0.37 0.37 0.11 0.56 0.25 0.25
Sat Flow, veh/h 2910 704 1781 3647 1781 1585
Grp Volume(v), veh/h 167 168 151 466 95 158
Grp Sat Flow(s),veh/h/ln 1777 1744 1781 1777 1781 1585
Q Serve(g_s), s 4.3 4.4 5.4 4.3 2.8 5.4
Cycle Q Clear(g_c), s 4.3 4.4 5.4 4.3 2.8 5.4
Prop In Lane 0.40 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 656 644 192 1993 451 401
V/C Ratio(X) 0.25 0.26 0.79 0.23 0.21 0.39
Avail Cap(c_a), veh/h 656 644 312 2233 451 401
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 14.4 14.4 28.5 7.3 19.3 20.3
Incr Delay (d2), s/veh 0.9 1.0 6.9 0.1 1.1 2.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 1.8 2.6 1.4 1.2 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 15.4 35.5 7.3 20.4 23.2
LnGrp LOS B B D A C C
Approach Vol, veh/h 335 617 253
Approach Delay, s/veh 15.4 14.2 22.1
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.6 30.5 43.1 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 11.5 24.2 41.2 16.6
Max Q Clear Time (g_c+I1), s 7.4 6.4 6.3 7.4
Green Ext Time (p_c), s 0.1 1.8 3.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
UDSM LTA May 19, 2022
Page | 969
Appendix N: San Marcos University District 2016 Base Year Model Run Vehicle Miles of Travel Report
UDSM LTA January 27, 2022
Page | 143

Figure 10.1: San Marcos University District 2016 Base Year Model Run Vehicle Miles of Travel Report UDSM LTA May 19, 2022
Page | 971
Appendix O: San Marcos University District 2035 Adopted Project Cumulative Year Model Run Vehicle Miles of Travel Report
UDSM LTA January 27, 2022
Page | 144

Figure 10.2: San Marcos University District 2035 Adopted Project Cumulative Year Model Run Vehicle Miles of Travel Report
UDSM LTA May 19, 2022
Page | 973
Appendix P: San Marcos University District 2035 Proposed Project Cumulative Year Model Run Vehicle Miles of Travel Report
UDSM LTA January 27, 2022
Page | 145

Travel Report
San Marcos University District 2035 Proposed Project Cumulative Year Model Run Vehicle Miles of