San Marcos City Council
July 12, 2022

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 186 46 349 170 27 392
Future Volume (veh/h) 186 46 349 170 27 392
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 202 50 379 185 29 426
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 277 69 544 266 169 808
Arrive On Green 0.20 0.20 0.46 0.46 0.46 0.46
Sat Flow, veh/h 1411 349 1187 579 49 1762
Grp Volume(v), veh/h 253 0 0 564 455 0
Grp Sat Flow(s),veh/h/ln 1767 0 0 1766 1811 0
Q Serve(g_s), s 3.5 0.0 0.0 6.6 0.0 0.0
Cycle Q Clear(g_c), s 3.5 0.0 0.0 6.6 4.5 0.0
Prop In Lane 0.80 0.20 0.33 0.06
Lane Grp Cap(c), veh/h 347 0 0 810 978 0
V/C Ratio(X) 0.73 0.00 0.00 0.70 0.47 0.00
Avail Cap(c_a), veh/h 1218 0 0 1556 1711 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 9.8 0.0 0.0 5.6 5.1 0.0
Incr Delay (d2), s/veh 2.9 0.0 0.0 1.1 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 1.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 0.0 0.0 6.7 5.4 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 253 564 455
Approach Delay, s/veh 12.8 6.7 5.4
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 16.5 16.5 9.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 8.6 6.5 5.5
Green Ext Time (p_c), s 3.3 2.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 983 100 167 1054 147 65 187 31 146 443 32 Future Volume (veh/h) 73 983 100 167 1054 147 65 187 31 146 443 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 79 1068 109 182 1146 160 71 203 34 159 482 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 1286 574 209 1325 184 91 662 109 186 907 66 Arrive On Green 0.06 0.36 0.36 0.12 0.42 0.42 0.05 0.22 0.22 0.10 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3133 436 1781 3053 503 1781 3360 243 Grp Volume(v), veh/h 79 1068 109 182 649 657 71 117 120 159 254 263 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1792 1781 1777 1780 1781 1777 1827 Q Serve(g_s), s 5.3 32.9 5.7 12.1 39.8 40.1 4.7 6.6 6.8 10.5 14.6 14.7 Cycle Q Clear(g_c), s 5.3 32.9 5.7 12.1 39.8 40.1 4.7 6.6 6.8 10.5 14.6 14.7 Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.28 1.00 0.13
Lane Grp Cap(c), veh/h 100 1286 574 209 751 758 91 385 386 186 479 493 V/C Ratio(X) 0.79 0.83 0.19 0.87 0.86 0.87 0.78 0.30 0.31 0.86 0.53 0.53 Avail Cap(c_a), veh/h 111 1286 574 215 751 758 154 385 386 200 479 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 34.9 26.2 52.1 31.5 31.6 56.3 39.4 39.5 52.9 37.3 37.4 Incr Delay (d2), s/veh 28.3 6.3 0.7 29.6 12.6 12.8 13.4 2.0 2.1 27.4 4.2 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 15.2 2.3 7.1 19.3 19.7 2.5 3.1 3.2 6.1 6.9 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.3 41.2 27.0 81.7 44.0 44.4 69.6 41.4 41.6 80.3 41.5 41.5 LnGrp LOS F D C F D D E D D F D D
Approach Vol, veh/h 1256 1488 308 676
Approach Delay, s/veh 42.7 48.8 48.0 50.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.5 49.9 10.6 38.9 13.2 57.3 17.0 32.5 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 14.5 42.0 10.4 29.1 7.5 49.0 13.5 26.0 Max Q Clear Time (g_c+I1), s 14.1 34.9 6.7 16.7 7.3 42.1 12.5 8.8 Green Ext Time (p_c), s 0.0 4.2 0.0 2.5 0.0 4.5 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 47.0
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Year 2035 PM
7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 1293 52 138 895 76 73 152 196 113 209 46 Future Volume (veh/h) 41 1293 52 138 895 76 73 152 196 113 209 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 1405 57 150 973 83 79 165 213 123 227 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 60 1561 63 172 1816 810 98 375 318 144 341 75 Arrive On Green 0.03 0.45 0.45 0.10 0.51 0.51 0.06 0.20 0.20 0.08 0.23 0.23 Sat Flow, veh/h 1781 3481 141 1781 3554 1585 1781 1870 1585 1781 1485 327 Grp Volume(v), veh/h 45 716 746 150 973 83 79 165 213 123 0 277 Grp Sat Flow(s),veh/h/ln 1781 1777 1845 1781 1777 1585 1781 1870 1585 1781 0 1812 Q Serve(g_s), s 3.8 55.8 56.2 12.5 27.7 4.1 6.6 11.6 18.6 10.2 0.0 20.8 Cycle Q Clear(g_c), s 3.8 55.8 56.2 12.5 27.7 4.1 6.6 11.6 18.6 10.2 0.0 20.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 60 797 827 172 1816 810 98 375 318 144 0 417 V/C Ratio(X) 0.75 0.90 0.90 0.87 0.54 0.10 0.80 0.44 0.67 0.85 0.00 0.66 Avail Cap(c_a), veh/h 113 797 827 184 1816 810 107 375 318 148 0 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.8 38.2 38.3 66.9 24.7 18.9 70.1 52.6 55.4 68.0 0.0 52.5 Incr Delay (d2), s/veh 16.5 15.1 14.9 32.5 1.1 0.3 32.6 3.7 10.7 34.5 0.0 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 27.4 28.6 7.2 12.0 1.6 3.9 5.9 8.4 6.1 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.4 53.3 53.2 99.4 25.8 19.2 102.7 56.3 66.0 102.6 0.0 60.6 LnGrp LOS F D D F C B F E E F A E
Approach Vol, veh/h 1507 1206 457 400
Approach Delay, s/veh 54.3 34.5 68.8 73.5
Approach LOS D C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 73.3 14.3 41.5 11.6 82.7 18.7 37.1 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 15.5 66.0 9.0 * 35 9.5 72.0 12.5 30.0 Max Q Clear Time (g_c+I1), s 14.5 58.2 8.6 22.8 5.8 29.7 12.2 20.6 Green Ext Time (p_c), s 0.0 5.5 0.0 1.2 0.0 9.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 51.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 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) 27 1315 130 448 1145 162 120 118 258 625 224 26 Future Volume (veh/h) 27 1315 130 448 1145 162 120 118 258 625 224 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 1429 141 487 1245 176 130 128 280 679 243 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 58 2001 197 495 2251 1033 229 241 432 728 879 100 Arrive On Green 0.03 0.33 0.33 0.14 0.44 0.44 0.07 0.13 0.13 0.21 0.27 0.27 Sat Flow, veh/h 1781 5999 591 3456 5106 1585 3456 1870 1585 3456 3215 367 Grp Volume(v), veh/h 29 1149 421 487 1245 176 130 128 280 679 133 138 Grp Sat Flow(s),veh/h/ln 1781 1609 1764 1728 1702 1585 1728 1870 1585 1728 1777 1804 Q Serve(g_s), s 2.4 31.2 31.3 21.1 27.0 6.5 5.5 9.6 19.4 29.0 8.8 9.0 Cycle Q Clear(g_c), s 2.4 31.2 31.3 21.1 27.0 6.5 5.5 9.6 19.4 29.0 8.8 9.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 58 1610 589 495 2251 1033 229 241 432 728 486 493 V/C Ratio(X) 0.50 0.71 0.72 0.98 0.55 0.17 0.57 0.53 0.65 0.93 0.27 0.28 Avail Cap(c_a), veh/h 83 1610 589 495 2251 1033 230 241 432 760 486 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.3 43.7 43.7 64.1 31.0 10.2 67.9 61.1 48.2 58.2 42.8 42.9 Incr Delay (d2), s/veh 6.4 2.7 7.3 36.0 1.0 0.4 3.2 8.1 7.3 18.0 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 12.9 14.9 11.8 11.4 0.1 2.5 5.1 10.2 14.5 4.1 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.8 46.4 51.0 100.0 32.0 10.6 71.1 69.2 55.6 76.1 44.2 44.3 LnGrp LOS E D D F C B E E E E D D
Approach Vol, veh/h 1599 1908 538 950
Approach Delay, s/veh 48.2 47.4 62.6 67.0
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 28.0 57.0 17.0 48.0 11.9 73.1 38.6 26.4 Change Period (Y+Rc), s 6.5 7.0 7.0 7.0 7.0 * 7 7.0 7.0 Max Green Setting (Gmax), s 21.5 50.0 10.0 41.0 7.0 * 65 33.0 18.0 Max Q Clear Time (g_c+I1), s 23.1 33.3 7.5 11.0 4.4 29.0 31.0 21.4 Green Ext Time (p_c), s 0.0 10.0 0.1 1.6 0.0 12.6 0.6 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1356 1140 185 1776 0 0 0 0 115 0 63 Future Volume (veh/h) 0 1356 1140 185 1776 0 0 0 0 115 0 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1474 1239 201 1930 0 125 0 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 2308 1261 379 3429 0 375 0 172
Arrive On Green 0.00 0.45 0.45 0.11 0.67 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 5274 2790 3456 5274 0 3456 0 1585
Grp Volume(v), veh/h 0 1474 1239 201 1930 0 125 0 68
Grp Sat Flow(s),veh/h/ln 0 1702 1395 1728 1702 0 1728 0 1585 Q Serve(g_s), s 0.0 9.1 17.9 2.3 8.2 0.0 1.4 0.0 1.6
Cycle Q Clear(g_c), s 0.0 9.1 17.9 2.3 8.2 0.0 1.4 0.0 1.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2308 1261 379 3429 0 375 0 172 V/C Ratio(X) 0.00 0.64 0.98 0.53 0.56 0.00 0.33 0.00 0.40 Avail Cap(c_a), veh/h 0 2308 1261 464 3555 0 633 0 290
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.6 11.1 17.2 3.5 0.0 16.9 0.0 17.0 Incr Delay (d2), s/veh 0.0 0.6 21.2 1.2 0.2 0.0 0.5 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.4 7.4 0.8 0.9 0.0 0.5 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.2 32.3 18.4 3.7 0.0 17.4 0.0 18.5 LnGrp LOS A A C B A A B A B
Approach Vol, veh/h 2713 2131 193
Approach Delay, s/veh 19.8 5.1 17.8
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.0 23.0 8.9 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.5 7.5 28.5
Max Q Clear Time (g_c+I1), s 4.3 19.9 3.6 10.2
Green Ext Time (p_c), s 0.1 0.0 0.2 13.4
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 PM
10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 304 866 134 0 956 110 876 266 45 124 0 436 Future Volume (veh/h) 304 866 134 0 956 110 876 266 45 124 0 436 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 330 941 0 0 1039 120 952 289 49 135 0 474 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 0 2
Cap, veh/h 392 1381 0 1158 360 1036 1135 190 168 0 0
Arrive On Green 0.11 0.39 0.00 0.00 0.23 0.23 0.30 0.37 0.37 0.09 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3045 510 1781 135 Grp Volume(v), veh/h 330 941 0 0 1039 120 952 167 171 135 50.0 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1779 1781 D Q Serve(g_s), s 8.7 20.6 0.0 0.0 18.4 5.9 24.9 6.1 6.2 6.9 Cycle Q Clear(g_c), s 8.7 20.6 0.0 0.0 18.4 5.9 24.9 6.1 6.2 6.9 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 392 1381 0 1158 360 1036 662 663 168 V/C Ratio(X) 0.84 0.68 0.00 0.90 0.33 0.92 0.25 0.26 0.80 Avail Cap(c_a), veh/h 392 1392 0 1175 365 1091 662 663 288 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 23.8 0.0 0.0 35.1 30.2 31.6 20.3 20.3 41.4 Incr Delay (d2), s/veh 15.1 1.4 0.0 0.0 9.2 0.5 11.9 0.9 0.9 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 8.6 0.0 0.0 8.5 0.1 11.8 2.6 2.7 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.7 25.1 0.0 0.0 44.3 30.7 43.5 21.2 21.3 50.0 LnGrp LOS E C A D C D C C D
Approach Vol, veh/h 1271 A 1159 1290
Approach Delay, s/veh 33.1 42.9 37.7
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 13.3 39.3 40.8 32.5 15.1 25.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.1 34.8 36.6 29.5 10.6 21.5 Max Q Clear Time (g_c+I1), s 8.9 8.2 22.6 26.9 10.7 20.4 Green Ext Time (p_c), s 0.2 2.0 5.7 1.1 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 38.1
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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

Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 73 1156 878 62 10 45
Future Vol, veh/h 73 1156 878 62 10 45
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 79 1257 954 67 11 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1021 0 - 0 1775 511
Stage 1 - - - - 988 -
Stage 2 - - - - 787 -
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 675 - - - 74 508
Stage 1 - - - - 321 -
Stage 2 - - - - 409 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 675 - - - 65 508
Mov Cap-2 Maneuver - - - - 65 -
Stage 1 - - - - 283 -
Stage 2 - - - - 409 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 26.4

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 675 - - - 227
HCM Lane V/C Ratio 0.118 - - - 0.263
HCM Control Delay (s) 11 - - - 26.4
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.4 - - - 1
HCM Signalized Intersection Capacity Analysis Year 2035 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) 125 1077 40 0 802 162 8 9 4 208 10 98 Future Volume (vph) 125 1077 40 0 802 162 8 9 4 208 10 98 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1583 1820 1583 1778 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.29 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 536 1583 1345 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 136 1171 43 0 872 176 9 10 4 226 11 107 RTOR Reduction (vph) 0 0 23 0 0 116 0 0 3 0 0 80
Lane Group Flow (vph) 136 1171 20 0 872 60 0 19 1 0 237 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) 13.1 60.5 60.5 41.4 41.4 18.0 18.0 32.5 32.5 Effective Green, g (s) 13.1 60.5 60.5 41.4 41.4 18.0 18.0 32.5 32.5 Actuated g/C Ratio 0.10 0.47 0.47 0.32 0.32 0.14 0.14 0.25 0.25 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) 178 1646 736 1127 504 74 219 336 395 v/s Ratio Prot 0.08 c0.33 c0.25
v/s Ratio Perm 0.01 0.04 c0.04 0.00 c0.18 0.02
v/c Ratio 0.76 0.71 0.03 0.77 0.12 0.26 0.00 0.71 0.07
Uniform Delay, d1 56.9 27.8 18.8 40.1 31.4 50.0 48.3 44.4 37.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.5 2.6 0.1 5.2 0.5 8.2 0.0 11.8 0.3 Delay (s) 74.5 30.4 18.9 45.3 31.9 58.2 48.3 56.2 37.5
Level of Service E C B D C E D E D
Approach Delay (s) 34.5 43.0 56.5 50.4
Approach LOS C D E D
Intersection Summary
HCM 2000 Control Delay 39.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2035 PM Without Improvements 13: Craven Rd. & Discovery St. 04/27/2022
04/18/2017 Baseline Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1258 609 16 376 723 44
Future Volume (veh/h) 1258 609 16 376 723 44
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1367 662 17 409 786 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1130 505 96 1682 724 645
Arrive On Green 0.47 0.47 0.47 0.47 0.41 0.41
Sat Flow, veh/h 2481 1068 209 3647 1781 1585
Grp Volume(v), veh/h 988 1041 17 409 786 48
Grp Sat Flow(s),veh/h/ln 1777 1678 209 1777 1781 1585
Q Serve(g_s), s 35.5 35.5 0.0 5.1 30.5 1.4
Cycle Q Clear(g_c), s 35.5 35.5 35.5 5.1 30.5 1.4
Prop In Lane 0.64 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 841 794 96 1682 724 645
V/C Ratio(X) 1.18 1.31 0.18 0.24 1.09 0.07
Avail Cap(c_a), veh/h 841 794 96 1682 724 645
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 19.8 19.8 37.5 11.8 22.3 13.6
Incr Delay (d2), s/veh 91.3 148.5 0.9 0.1 58.9 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 34.2 44.9 0.3 1.9 23.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 111.0 168.2 38.4 11.8 81.1 13.8
LnGrp LOS F F D B F B
Approach Vol, veh/h 2029 426 834
Approach Delay, s/veh 140.4 12.9 77.3
Approach LOS F B E
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 35.0 40.0 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.5 35.5 35.5
Max Q Clear Time (g_c+I1), s 32.5 37.5 37.5
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 107.8
HCM 6th LOS F
HCM 6th Signalized Intersection Summary Year 2035 PM
14: Discovery St. & Grand Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1276 60 20 742 0 11 0 26 0 0 0 Future Volume (veh/h) 0 1276 60 20 742 0 11 0 26 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1387 65 22 807 0 12 0 28 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 2 1765 83 44 2127 0 163 32 301 101 516 0
Arrive On Green 0.00 0.51 0.51 0.02 0.60 0.00 0.28 0.00 0.28 0.00 0.00 0.00 Sat Flow, veh/h 1781 3456 162 1781 3647 0 354 115 1093 1382 1870 0 Grp Volume(v), veh/h 0 712 740 22 807 0 40 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1841 1781 1777 0 1561 0 0 1382 1870 0 Q Serve(g_s), s 0.0 23.4 23.5 0.9 8.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 23.4 23.5 0.9 8.4 0.0 1.3 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.00 0.30 0.70 1.00 0.00
Lane Grp Cap(c), veh/h 2 907 940 44 2127 0 496 0 0 101 516 0 V/C Ratio(X) 0.00 0.78 0.79 0.50 0.38 0.00 0.08 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 127 907 940 132 2127 0 496 0 0 101 516 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 14.3 14.3 34.4 7.5 0.0 19.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 6.7 6.6 8.5 0.5 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.8 10.2 0.5 2.8 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.0 20.9 42.9 8.0 0.0 19.5 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A C C D A A B A A A A A
Approach Vol, veh/h 1452 829 40 0
Approach Delay, s/veh 21.0 8.9 19.5 0.0
Approach LOS C A B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 41.0 24.2 0.0 47.3 24.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.3 36.5 19.7 5.1 36.7 19.7 Max Q Clear Time (g_c+I1), s 2.9 25.5 3.3 0.0 10.4 0.0
Green Ext Time (p_c), s 0.0 7.1 0.1 0.0 6.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 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 1265 20 61 411 95 8 0 28 221 0 148 Future Volume (veh/h) 63 1265 20 61 411 95 8 0 28 221 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 1375 -141 66 447 103 9 0 30 240 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 102 1369 0 101 1104 252 152 40 383 579 606 514 Arrive On Green 0.06 0.39 0.00 0.06 0.38 0.38 0.32 0.00 0.32 0.32 0.00 0.32 Sat Flow, veh/h 1781 3647 0 1781 2872 657 231 124 1182 1380 1870 1585 Grp Volume(v), veh/h 68 1234 0 66 275 275 39 0 0 240 0 161 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1752 1536 0 0 1380 1870 1585 Q Serve(g_s), s 2.2 18.9 0.0 2.1 6.5 6.6 0.0 0.0 0.0 6.9 0.0 4.4 Cycle Q Clear(g_c), s 2.2 18.9 0.0 2.1 6.5 6.6 0.9 0.0 0.0 7.9 0.0 4.4 Prop In Lane 1.00 0.00 1.00 0.37 0.23 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 102 1369 0 101 683 673 575 0 0 579 606 514 V/C Ratio(X) 0.66 0.90 0.00 0.65 0.40 0.41 0.07 0.00 0.00 0.41 0.00 0.31 Avail Cap(c_a), veh/h 204 1398 0 157 683 673 575 0 0 579 606 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 26.6 16.7 0.0 26.7 12.9 13.0 13.5 0.0 0.0 15.7 0.0 14.7 Incr Delay (d2), s/veh 7.2 8.3 0.0 7.0 0.4 0.4 0.2 0.0 0.0 2.2 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 1.1 8.2 0.0 1.0 2.4 2.3 0.4 0.0 0.0 2.6 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 25.0 0.0 33.7 13.3 13.4 13.7 0.0 0.0 17.9 0.0 16.3 LnGrp LOS C C A C B B B A A B A B
Approach Vol, veh/h 1302 616 39 401
Approach Delay, s/veh 25.4 15.5 13.7 17.3
Approach LOS C B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.2 7.8 26.7 23.2 7.8 26.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.7 5.1 22.7 18.7 6.6 21.2 Max Q Clear Time (g_c+I1), s 2.9 4.1 20.9 9.9 4.2 8.6
Green Ext Time (p_c), s 0.1 0.0 1.4 0.9 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 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) 1178 108 166 359 109 213
Future Volume (veh/h) 1178 108 166 359 109 213
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 1280 117 180 390 118 145
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 1683 153 315 2456 233 351
Arrive On Green 0.51 0.51 0.09 0.69 0.13 0.13
Sat Flow, veh/h 3387 300 3456 3647 1781 1585
Grp Volume(v), veh/h 689 708 180 390 118 145
Grp Sat Flow(s),veh/h/ln 1777 1816 1728 1777 1781 1585
Q Serve(g_s), s 15.6 15.8 2.5 1.9 3.1 4.0
Cycle Q Clear(g_c), s 15.6 15.8 2.5 1.9 3.1 4.0
Prop In Lane 0.17 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 908 928 315 2456 233 351
V/C Ratio(X) 0.76 0.76 0.57 0.16 0.51 0.41
Avail Cap(c_a), veh/h 1108 1132 431 2975 659 731
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 22.0 2.7 20.4 16.8
Incr Delay (d2), s/veh 2.5 2.5 1.6 0.0 1.7 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 5.1 5.3 1.0 0.3 1.3 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.3 12.4 23.7 2.7 22.2 17.6
LnGrp LOS B B C A C B
Approach Vol, veh/h 1397 570 263
Approach Delay, s/veh 12.4 9.3 19.7
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 11.1 9.1 30.3 39.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.7 6.3 31.5 42.3
Max Q Clear Time (g_c+I1), s 6.0 4.5 17.8 3.9
Green Ext Time (p_c), s 0.6 0.1 8.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 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 1251 141 140 385 67 141 0 140 157 0 105 Future Volume (veh/h) 45 1251 141 140 385 67 141 0 140 157 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 1360 153 152 418 73 153 0 152 171 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 1590 178 187 1978 882 224 10 165 238 7 115 Arrive On Green 0.04 0.49 0.49 0.10 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 674 42 711 715 30 497 Grp Volume(v), veh/h 49 746 767 152 418 73 305 0 0 285 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1805 1781 1777 1585 1427 0 0 1243 0 0 Q Serve(g_s), s 2.2 29.2 29.8 6.7 4.7 1.7 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 2.2 29.2 29.8 6.7 4.7 1.7 16.6 0.0 0.0 18.2 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 74 877 891 187 1978 882 399 0 0 361 0 0 V/C Ratio(X) 0.66 0.85 0.86 0.81 0.21 0.08 0.76 0.00 0.00 0.79 0.00 0.00 Avail Cap(c_a), veh/h 145 877 891 195 1978 882 399 0 0 361 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 37.6 17.6 17.8 34.9 8.9 8.2 29.8 0.0 0.0 30.4 0.0 0.0 Incr Delay (d2), s/veh 9.7 10.2 10.7 21.9 0.2 0.2 13.0 0.0 0.0 16.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 13.2 13.7 3.9 1.7 0.6 6.9 0.0 0.0 6.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.3 27.8 28.4 56.8 9.1 8.4 42.7 0.0 0.0 46.5 0.0 0.0 LnGrp LOS D C C E A A D A A D A A
Approach Vol, veh/h 1562 643 305 285
Approach Delay, s/veh 28.7 20.3 42.7 46.5
Approach LOS C C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.9 43.8 23.0 7.8 48.8 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.7 39.3 18.5 6.5 41.5 18.5 Max Q Clear Time (g_c+I1), s 8.7 31.8 18.6 4.2 6.7 20.2 Green Ext Time (p_c), s 0.0 5.4 0.0 0.0 3.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis Year 2035 PM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 511 66 127 362 9 27 0 43 6 0 6
Future Volume (vph) 26 511 66 127 362 9 27 0 43 6 0 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.85 0.93
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.98
Satd. Flow (prot) 1770 3478 1770 3526 1770 1583 1695
Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00
Satd. Flow (perm) 1770 3478 1770 3526 1406 1583 1737
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 555 72 138 393 10 29 0 47 7 0 7
RTOR Reduction (vph) 0 6 0 0 1 0 0 0 43 0 14 0
Lane Group Flow (vph) 28 621 0 138 402 0 0 29 4 0 0 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 7 8
Permitted Phases 7 7 8
Actuated Green, G (s) 1.0 32.4 8.2 39.6 5.3 5.3 1.3
Effective Green, g (s) 1.0 32.4 8.2 39.6 5.3 5.3 1.3
Actuated g/C Ratio 0.01 0.47 0.12 0.57 0.08 0.08 0.02
Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 25 1628 209 2017 107 121 32
v/s Ratio Prot 0.02 c0.18 c0.08 0.11
v/s Ratio Perm c0.02 0.00 c0.00
v/c Ratio 1.12 0.38 0.66 0.20 0.27 0.03 0.01
Uniform Delay, d1 34.1 11.9 29.2 7.1 30.1 29.6 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 219.4 0.7 7.6 0.2 1.4 0.1 0.1
Delay (s) 253.5 12.6 36.8 7.4 31.5 29.7 33.4
Level of Service F B D A C C C
Approach Delay (s) 22.9 14.9 30.4 33.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 22.0 Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 PM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 42 522 27 38 443 10 8 0 6 11 0 18
Future Volume (vph) 42 522 27 38 443 10 8 0 6 11 0 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3513 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 3513 3433 3539 1583 1770 1583 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 46 567 29 41 482 11 9 0 7 12 0 20
RTOR Reduction (vph) 0 3 0 0 0 8 0 0 5 0 0 14
Lane Group Flow (vph) 46 593 0 41 482 3 0 9 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 c0.17 0.01 0.14 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.26 0.72 0.27 0.60 0.01 0.02 0.00 0.02 0.01
Uniform Delay, d1 56.5 43.6 57.2 42.7 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 0.8 5.3 1.0 3.2 0.0 0.1 0.0 0.1 0.1 Delay (s) 57.3 48.9 58.2 45.9 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) 49.5 46.6 33.4 32.7
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 47.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 123.8 Sum of lost time (s) 22.0 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 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) 398 422 49 39 246 31 13 51 17 15 52 187 Future Volume (vph) 398 422 49 39 246 31 13 51 17 15 52 187 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 3484 3433 3479 1770 1794 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 3484 3433 3479 1770 1794 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) 433 459 53 42 267 34 14 55 18 16 57 203 RTOR Reduction (vph) 0 5 0 0 7 0 0 11 0 0 0 183
Lane Group Flow (vph) 433 507 0 42 294 0 14 62 0 16 57 20 Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 1 6 8 8 7 7
Permitted Phases 7
Actuated Green, G (s) 31.3 50.4 3.8 22.9 7.4 7.4 9.3 9.3 9.3 Effective Green, g (s) 31.3 50.4 3.8 22.9 7.4 7.4 9.3 9.3 9.3 Actuated g/C Ratio 0.33 0.54 0.04 0.24 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) 588 1866 138 846 139 141 174 184 156 v/s Ratio Prot c0.24 0.15 0.01 c0.08 0.01 c0.03 0.01 c0.03 v/s Ratio Perm 0.01
v/c Ratio 0.74 0.27 0.30 0.35 0.10 0.44 0.09 0.31 0.13
Uniform Delay, d1 27.8 11.9 43.9 29.4 40.3 41.4 38.6 39.4 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 4.8 0.4 1.3 0.2 0.3 2.2 0.2 1.0 0.4 Delay (s) 32.5 12.2 45.1 29.7 40.6 43.6 38.8 40.4 39.1
Level of Service C B D C D D D D D
Approach Delay (s) 21.5 31.6 43.1 39.3
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 94.1 Sum of lost time (s) 23.2 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 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 22 38 1 15 26 835 67 52 765 1 Future Volume (veh/h) 0 2 22 38 1 15 26 835 67 52 765 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 24 41 1 16 28 908 73 57 832 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 10 116 278 2 124 60 1656 133 107 2756 3
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.08 0.03 0.50 0.50 0.06 0.52 0.52 Sat Flow, veh/h 0 123 1480 1096 27 1585 1781 3331 268 1781 5267 6 Grp Volume(v), veh/h 0 0 26 42 0 16 28 484 497 57 538 295 Grp Sat Flow(s),veh/h/ln 0 0 1604 1122 0 1585 1781 1777 1822 1781 1702 1869 Q Serve(g_s), s 0.0 0.0 0.6 1.1 0.0 0.3 0.6 7.0 7.0 1.2 3.3 3.3 Cycle Q Clear(g_c), s 0.0 0.0 0.6 1.6 0.0 0.3 0.6 7.0 7.0 1.2 3.3 3.3 Prop In Lane 0.00 0.92 0.98 1.00 1.00 0.15 1.00 0.00
Lane Grp Cap(c), veh/h 0 0 125 280 0 124 60 883 906 107 1781 978 V/C Ratio(X) 0.00 0.00 0.21 0.15 0.00 0.13 0.47 0.55 0.55 0.53 0.30 0.30 Avail Cap(c_a), veh/h 0 0 780 849 0 771 241 883 906 245 1781 978 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 16.0 16.8 0.0 15.9 17.6 6.4 6.4 16.9 5.0 5.0 Incr Delay (d2), s/veh 0.0 0.0 0.8 0.2 0.0 0.5 5.5 2.4 2.4 4.1 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.2 0.3 0.0 0.1 0.3 2.1 2.2 0.5 0.8 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 16.8 17.0 0.0 16.4 23.0 8.9 8.8 21.0 5.4 5.8 LnGrp LOS A A B B A B C A A C A A
Approach Vol, veh/h 26 58 1009 890
Approach Delay, s/veh 16.8 16.8 9.2 6.5
Approach LOS B B A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 22.9 7.4 5.8 23.9 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.4 18.0 5.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 3.2 9.0 2.6 2.6 5.3 3.6
Green Ext Time (p_c), s 0.0 4.3 0.1 0.0 4.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Year 2035 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) 45 8 4 15 0 128 25 829 20 264 785 48 Future Volume (veh/h) 45 8 4 15 0 128 25 829 20 264 785 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 9 4 16 0 139 27 901 22 287 853 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 87 157 70 47 0 168 50 1741 43 310 3135 191
Arrive On Green 0.05 0.13 0.13 0.03 0.00 0.11 0.03 0.49 0.49 0.17 0.64 0.64 Sat Flow, veh/h 1781 1227 545 1781 0 1585 1781 3545 87 1781 4921 299 Grp Volume(v), veh/h 49 0 13 16 0 139 27 452 471 287 589 316 Grp Sat Flow(s),veh/h/ln 1781 0 1772 1781 0 1585 1781 1777 1855 1781 1702 1817 Q Serve(g_s), s 3.8 0.0 0.9 1.2 0.0 12.0 2.1 24.3 24.3 22.2 10.6 10.7 Cycle Q Clear(g_c), s 3.8 0.0 0.9 1.2 0.0 12.0 2.1 24.3 24.3 22.2 10.6 10.7 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.05 1.00 0.16
Lane Grp Cap(c), veh/h 87 0 227 47 0 168 50 872 911 310 2168 1157 V/C Ratio(X) 0.57 0.00 0.06 0.34 0.00 0.83 0.54 0.52 0.52 0.93 0.27 0.27 Avail Cap(c_a), veh/h 102 0 482 102 0 431 83 872 911 324 2168 1157 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 53.6 66.9 0.0 61.4 67.2 24.3 24.3 57.0 11.2 11.2 Incr Delay (d2), s/veh 5.7 0.0 0.1 4.2 0.0 9.9 9.0 2.2 2.1 31.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 0.4 0.6 0.0 5.3 1.1 10.8 11.2 12.7 4.1 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.8 0.0 53.7 71.1 0.0 71.3 76.1 26.5 26.4 88.0 11.5 11.7 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 62 155 950 1192
Approach Delay, s/veh 67.2 71.3 27.9 30.0
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.8 75.0 12.8 21.3 10.4 95.5 9.7 24.4 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 25.5 43.1 8.0 38.1 6.5 62.1 8.0 38.1 Max Q Clear Time (g_c+I1), s 24.2 26.3 5.8 14.0 4.1 12.7 3.2 2.9 Green Ext Time (p_c), s 0.1 5.6 0.0 0.8 0.0 7.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 PM
23: Twin Oaks Valley Rd. & Craven Rd. 04/28/2022
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) 146 105 291 103 108 348 114 682 65 135 737 64 Future Volume (veh/h) 146 105 291 103 108 348 114 682 65 135 737 64 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 159 114 153 112 117 215 124 741 71 147 801 70 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 336 643 287 148 311 264 154 1761 168 260 1722 150 Arrive On Green 0.10 0.18 0.18 0.08 0.17 0.17 0.09 0.37 0.37 0.08 0.36 0.36 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4742 452 3456 4783 416 Grp Volume(v), veh/h 159 114 153 112 117 215 124 531 281 147 569 302 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1789 1728 1702 1795 Q Serve(g_s), s 4.0 2.5 7.9 5.6 5.1 11.9 6.2 10.5 10.7 3.7 11.7 11.8 Cycle Q Clear(g_c), s 4.0 2.5 7.9 5.6 5.1 11.9 6.2 10.5 10.7 3.7 11.7 11.8 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 336 643 287 148 311 264 154 1264 664 260 1226 647 V/C Ratio(X) 0.47 0.18 0.53 0.76 0.38 0.81 0.80 0.42 0.42 0.57 0.46 0.47 Avail Cap(c_a), veh/h 438 1331 593 167 638 541 167 1264 664 346 1226 647 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 38.8 31.5 33.7 40.8 33.6 36.5 40.7 21.3 21.3 40.6 22.3 22.4 Incr Delay (d2), s/veh 1.0 0.1 1.5 16.2 0.7 6.0 22.9 1.0 2.0 1.9 1.3 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 1.1 3.1 3.1 2.3 5.0 3.7 4.3 4.7 1.6 4.7 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.8 31.6 35.3 56.9 34.4 42.5 63.6 22.3 23.3 42.5 23.6 24.8 LnGrp LOS D C D E C D E C C D C C
Approach Vol, veh/h 426 444 936 1018
Approach Delay, s/veh 36.0 44.0 28.0 26.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.3 40.5 14.0 22.9 14.4 39.5 15.3 21.6 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 9.1 32.1 8.5 34.0 8.5 32.7 11.5 31.0 Max Q Clear Time (g_c+I1), s 5.7 12.7 7.6 9.9 8.2 13.8 6.0 13.9 Green Ext Time (p_c), s 0.1 5.3 0.0 1.2 0.0 5.7 0.2 1.2 Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis Year 2035 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) 93 0 117 10 1 41 198 1370 5 31 765 49 Future Volume (vph) 93 0 117 10 1 41 198 1370 5 31 765 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 0.91 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1583 3433 5083 1770 5040 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1583 1770 1863 1583 3433 5083 1770 5040 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) 101 0 127 11 1 45 215 1489 5 34 832 53
RTOR Reduction (vph) 0 0 115 0 0 43 0 0 0 0 3 0
Lane Group Flow (vph) 0 101 12 11 1 2 215 1494 0 34 882 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) 13.1 13.1 5.8 5.8 5.8 18.7 82.3 7.0 70.6 Effective Green, g (s) 13.1 13.1 5.8 5.8 5.8 18.7 82.3 7.0 70.6 Actuated g/C Ratio 0.10 0.10 0.04 0.04 0.04 0.14 0.61 0.05 0.52 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) 171 153 76 80 68 475 3098 91 2635
v/s Ratio Prot c0.06 c0.01 0.00 c0.06 c0.29 0.02 0.17
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.59 0.08 0.14 0.01 0.03 0.45 0.48 0.37 0.33
Uniform Delay, d1 58.4 55.5 62.2 61.9 61.9 53.4 14.6 61.9 18.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.4 0.2 0.9 0.1 0.2 0.7 0.5 2.6 0.3 Delay (s) 63.8 55.7 63.1 61.9 62.1 54.1 15.1 64.5 19.0
Level of Service E E E E E D B E B
Approach Delay (s) 59.3 62.3 20.0 20.6
Approach LOS E E C C
Intersection Summary
HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 PM
25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 432 361 42 224 223 215 9 1182 351 275 860 456 Future Volume (veh/h) 432 361 42 224 223 215 9 1182 351 275 860 456 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 470 392 46 243 242 234 10 1285 382 299 935 496 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 484 1076 124 293 589 274 79 1537 456 316 2360 733 Arrive On Green 0.14 0.23 0.23 0.08 0.17 0.17 0.02 0.39 0.39 0.09 0.46 0.46 Sat Flow, veh/h 3456 4643 535 3456 3404 1585 3456 3907 1159 3456 5106 1585 Grp Volume(v), veh/h 470 285 153 243 242 234 10 1119 548 299 935 496 Grp Sat Flow(s),veh/h/ln 1728 1702 1774 1728 1702 1585 1728 1702 1662 1728 1702 1585 Q Serve(g_s), s 20.3 10.5 10.8 10.4 9.5 21.5 0.4 44.6 44.7 12.9 18.1 36.7 Cycle Q Clear(g_c), s 20.3 10.5 10.8 10.4 9.5 21.5 0.4 44.6 44.7 12.9 18.1 36.7 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 484 789 411 293 589 274 79 1340 654 316 2360 733 V/C Ratio(X) 0.97 0.36 0.37 0.83 0.41 0.85 0.13 0.84 0.84 0.95 0.40 0.68 Avail Cap(c_a), veh/h 484 908 473 392 817 380 230 1340 654 316 2360 733 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 64.2 48.3 48.4 67.6 55.2 60.2 71.8 41.1 41.1 67.8 26.6 31.6 Incr Delay (d2), s/veh 33.5 0.3 0.6 10.6 0.5 12.6 0.7 6.3 12.2 36.8 0.5 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.2 4.6 4.9 5.0 4.2 9.6 0.2 19.8 20.5 7.3 7.6 15.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.7 48.6 49.0 78.2 55.7 72.8 72.6 47.4 53.3 104.6 27.1 36.6 LnGrp LOS F D D E E E E D D F C D
Approach Vol, veh/h 908 719 1677 1730
Approach Delay, s/veh 74.1 68.9 49.5 43.2
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.2 66.5 19.7 42.5 10.9 76.8 28.5 33.8 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 13.7 49.5 17.0 40.0 10.0 53.2 21.0 * 36 Max Q Clear Time (g_c+I1), s 14.9 46.7 12.4 12.8 2.4 38.7 22.3 23.5 Green Ext Time (p_c), s 0.0 2.3 0.3 2.9 0.0 7.3 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 54.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 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) 269 54 72 14 55 213 73 2726 17 185 1379 275 Future Volume (veh/h) 269 54 72 14 55 213 73 2726 17 185 1379 275 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 292 59 78 15 60 232 79 2963 18 201 1499 299 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 362 796 355 170 599 267 152 3175 19 248 2740 546 Arrive On Green 0.10 0.22 0.22 0.05 0.17 0.17 0.04 0.48 0.48 0.07 0.51 0.51 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6648 40 3456 5421 1081 Grp Volume(v), veh/h 292 59 78 15 60 232 79 2150 831 201 1334 464 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1863 1728 1609 1676 Q Serve(g_s), s 8.4 1.3 4.1 0.4 1.5 14.5 2.3 42.6 42.7 5.8 19.2 19.2 Cycle Q Clear(g_c), s 8.4 1.3 4.1 0.4 1.5 14.5 2.3 42.6 42.7 5.8 19.2 19.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.64
Lane Grp Cap(c), veh/h 362 796 355 170 599 267 152 2305 890 248 2439 847 V/C Ratio(X) 0.81 0.07 0.22 0.09 0.10 0.87 0.52 0.93 0.93 0.81 0.55 0.55 Avail Cap(c_a), veh/h 432 796 355 616 822 367 204 2305 890 248 2439 847 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 31.1 32.2 46.1 35.7 41.1 47.5 25.0 25.0 46.4 17.2 17.2 Incr Delay (d2), s/veh 9.2 0.0 0.3 0.2 0.1 15.0 2.7 8.5 17.9 17.8 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 4.0 0.6 1.6 0.2 0.6 6.7 1.0 17.1 22.2 3.1 7.0 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 31.1 32.5 46.3 35.8 56.1 50.2 33.5 42.9 64.3 18.0 19.7 LnGrp LOS D C C D D E D C D E B B
Approach Vol, veh/h 429 307 3060 1999
Approach Delay, s/veh 46.7 51.7 36.5 23.1
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.8 53.0 9.5 27.3 9.0 55.8 15.1 21.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 48.5 18.1 18.1 6.0 49.8 12.7 23.5 Max Q Clear Time (g_c+I1), s 7.8 44.7 2.4 6.1 4.3 21.2 10.4 16.5 Green Ext Time (p_c), s 0.0 3.7 0.0 0.4 0.0 16.2 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 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) 161 1 417 0 0 0 0 1700 574 336 1992 0 Future Volume (veh/h) 161 1 417 0 0 0 0 1700 574 336 1992 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 117 0 516 0 1848 624 365 2165 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 351 0 625 0 2526 784 455 3499 0
Arrive On Green 0.20 0.00 0.20 0.00 0.49 0.49 0.13 0.69 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 117 0 516 0 1848 624 365 2165 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 4.3 0.0 12.0 0.0 22.0 25.1 7.9 17.8 0.0 Cycle Q Clear(g_c), s 4.3 0.0 12.0 0.0 22.0 25.1 7.9 17.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 351 0 625 0 2526 784 455 3499 0
V/C Ratio(X) 0.33 0.00 0.83 0.00 0.73 0.80 0.80 0.62 0.00 Avail Cap(c_a), veh/h 430 0 765 0 2526 784 519 3499 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 26.4 0.0 29.5 0.0 15.3 16.1 32.3 6.6 0.0 Incr Delay (d2), s/veh 0.6 0.0 6.2 0.0 1.9 8.2 7.9 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.9 0.0 8.1 9.9 3.7 5.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 0.0 35.6 0.0 17.2 24.3 40.2 7.4 0.0 LnGrp LOS C A D A B C D A A
Approach Vol, veh/h 633 2472 2530
Approach Delay, s/veh 34.0 19.0 12.1
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.6 42.4 19.6 57.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 36.5 18.5 52.5
Max Q Clear Time (g_c+I1), s 9.9 27.1 14.0 19.8
Green Ext Time (p_c), s 0.2 8.2 1.2 23.1
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis Year 2035 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 0 607 0 740 0 1484 557 0 1235 295 Future Volume (vph) 0 0 0 607 0 740 0 1484 557 0 1235 295 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 0 660 0 804 0 1613 605 0 1342 321
RTOR Reduction (vph) 0 0 0 0 0 22 0 0 353 0 0 187
Lane Group Flow (vph) 0 0 0 660 0 782 0 1613 252 0 1342 134 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 16.4 16.4 18.1 18.1 18.1 18.1
Effective Green, g (s) 16.4 16.4 18.1 18.1 18.1 18.1
Actuated g/C Ratio 0.38 0.38 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) 1294 1050 2115 658 2115 658
v/s Ratio Prot c0.32 0.26
v/s Ratio Perm 0.19 c0.28 0.16 0.08
v/c Ratio 0.51 0.74 0.76 0.38 0.63 0.20
Uniform Delay, d1 10.5 11.7 10.9 8.8 10.1 8.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 2.9 2.7 1.7 1.5 0.7
Delay (s) 10.8 14.6 13.5 10.5 11.5 8.8
Level of Service B B B B B A
Approach Delay (s) 0.0 12.9 12.7 11.0
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 43.5 Sum of lost time (s) 9.0 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 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 39 143 20 71 68 1848 182 0 1397 19 Future Volume (veh/h) 2 12 39 143 20 71 68 1848 182 0 1397 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 2 13 42 155 22 77 74 2009 198 0 1518 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 0 2 2
Cap, veh/h 5 63 204 175 94 329 211 2359 231 0 2357 33
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 389 1256 1781 365 1276 3456 4729 462 0 6850 91 Grp Volume(v), veh/h 2 0 55 155 0 99 74 1441 766 0 1112 427 Grp Sat Flow(s),veh/h/ln 1781 0 1644 1781 0 1641 1728 1702 1787 0 1609 1854 Q Serve(g_s), s 0.1 0.0 1.6 4.8 0.0 2.7 1.2 20.7 21.1 0.0 10.8 10.8 Cycle Q Clear(g_c), s 0.1 0.0 1.6 4.8 0.0 2.7 1.2 20.7 21.1 0.0 10.8 10.8 Prop In Lane 1.00 0.76 1.00 0.78 1.00 0.26 0.00 0.05
Lane Grp Cap(c), veh/h 5 0 267 175 0 423 211 1698 892 0 1726 663 V/C Ratio(X) 0.41 0.00 0.21 0.89 0.00 0.23 0.35 0.85 0.86 0.00 0.64 0.64 Avail Cap(c_a), veh/h 159 0 527 175 0 541 308 1698 892 0 1726 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 0.0 20.4 25.0 0.0 16.5 25.3 12.2 12.3 0.0 15.0 15.0 Incr Delay (d2), s/veh 47.2 0.0 0.4 38.3 0.0 0.3 1.0 5.5 10.5 0.0 1.9 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 3.8 0.0 0.9 0.5 7.5 9.2 0.0 3.7 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.1 0.0 20.7 63.3 0.0 16.7 26.3 17.7 22.9 0.0 16.9 19.8 LnGrp LOS E A C E A B C B C A B B
Approach Vol, veh/h 57 254 2281 1539
Approach Delay, s/veh 22.6 45.1 19.7 17.7
Approach LOS C D B B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.5 10.0 13.6 7.9 24.6 4.7 19.0 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 23.1 6.8 3.6 3.2 12.8 2.1 4.7 Green Ext Time (p_c), s 4.5 0.0 0.2 0.0 4.2 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 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) 319 557 334 316 505 119 375 874 217 79 557 251 Future Volume (veh/h) 319 557 334 316 505 119 375 874 217 79 557 251 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 347 605 266 343 549 108 408 950 147 86 605 219 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 332 1558 1468 276 1251 245 304 1163 645 210 757 274 Arrive On Green 0.10 0.44 0.44 0.08 0.42 0.42 0.09 0.33 0.33 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 2962 581 3456 3554 1585 3456 2557 924 Grp Volume(v), veh/h 347 605 266 343 329 328 408 950 147 86 420 404 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1766 1728 1777 1585 1728 1777 1704 Q Serve(g_s), s 12.0 14.4 6.2 10.0 16.4 16.5 11.0 30.7 7.6 3.0 27.3 27.3 Cycle Q Clear(g_c), s 12.0 14.4 6.2 10.0 16.4 16.5 11.0 30.7 7.6 3.0 27.3 27.3 Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 332 1558 1468 276 751 746 304 1163 645 210 526 504 V/C Ratio(X) 1.05 0.39 0.18 1.24 0.44 0.44 1.34 0.82 0.23 0.41 0.80 0.80 Avail Cap(c_a), veh/h 332 1558 1468 276 751 746 304 1163 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 56.5 23.8 15.5 57.5 25.6 25.6 57.0 38.6 24.2 56.5 40.6 40.6 Incr Delay (d2), s/veh 61.9 0.7 0.3 135.2 1.9 1.9 174.3 6.4 0.8 1.3 12.0 12.6 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 8.1 6.2 2.0 9.6 7.3 7.3 12.2 14.3 3.0 1.3 13.6 13.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 118.4 24.5 15.8 192.7 27.4 27.5 231.3 45.0 25.0 57.8 52.6 53.2 LnGrp LOS F C B F C C F D C E D D
Approach Vol, veh/h 1218 1000 1505 910
Approach Delay, s/veh 49.3 84.1 93.6 53.3
Approach LOS D F F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.0 62.7 18.0 44.8 19.0 60.7 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 12.0 36.3 9.5 38.5 Max Q Clear Time (g_c+I1), s 12.0 16.4 13.0 29.3 14.0 18.5 5.0 32.7 Green Ext Time (p_c), s 0.0 5.4 0.0 3.2 0.0 3.9 0.1 3.3 Intersection Summary
HCM 6th Ctrl Delay 72.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Year 2035 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) 197 14 110 24 6 5 116 892 24 44 1001 198 Future Volume (vph) 197 14 110 24 6 5 116 892 24 44 1001 198 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 1614 1770 1746 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 1614 1770 1746 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) 214 15 120 26 7 5 126 970 26 48 1088 215 RTOR Reduction (vph) 0 98 0 0 5 0 0 1 0 0 12 0
Lane Group Flow (vph) 214 37 0 26 7 0 126 995 0 48 1291 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) 14.1 14.1 4.4 4.4 6.1 31.3 3.3 28.5 Effective Green, g (s) 14.1 14.1 4.4 4.4 6.1 31.3 3.3 28.5 Actuated g/C Ratio 0.18 0.18 0.06 0.06 0.08 0.40 0.04 0.37 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 321 293 100 99 139 1421 75 1267
v/s Ratio Prot c0.12 0.02 c0.01 0.00 c0.07 c0.28 0.03 c0.37 v/s Ratio Perm
v/c Ratio 0.67 0.13 0.26 0.07 0.91 0.70 0.64 1.02
Uniform Delay, d1 29.6 26.6 35.0 34.7 35.5 19.2 36.6 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.2 1.4 0.3 48.8 2.9 17.1 30.1 Delay (s) 34.7 26.8 36.4 35.0 84.3 22.1 53.7 54.7
Level of Service C C D C F C D D
Approach Delay (s) 31.7 36.0 29.1 54.6
Approach LOS C D C D
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 77.6 Sum of lost time (s) 24.5 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 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) 239 343 157 149 321 61 196 725 268 72 552 117 Future Volume (veh/h) 239 343 157 149 321 61 196 725 268 72 552 117 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 260 373 171 162 349 66 213 788 291 78 600 127 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 288 519 234 192 455 85 236 1457 650 118 1222 545 Arrive On Green 0.16 0.22 0.22 0.11 0.15 0.15 0.13 0.41 0.41 0.07 0.34 0.34 Sat Flow, veh/h 1781 2379 1074 1781 2988 559 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 260 277 267 162 206 209 213 788 291 78 600 127 Grp Sat Flow(s),veh/h/ln 1781 1777 1677 1781 1777 1770 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 15.7 15.8 16.2 9.8 12.2 12.4 12.9 18.4 14.6 4.7 14.6 6.3 Cycle Q Clear(g_c), s 15.7 15.8 16.2 9.8 12.2 12.4 12.9 18.4 14.6 4.7 14.6 6.3 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 288 388 366 192 271 270 236 1457 650 118 1222 545 V/C Ratio(X) 0.90 0.71 0.73 0.84 0.76 0.77 0.90 0.54 0.45 0.66 0.49 0.23 Avail Cap(c_a), veh/h 294 580 547 249 519 516 236 1457 650 195 1222 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 45.1 39.7 39.9 48.0 44.6 44.7 46.9 24.5 23.4 50.0 28.4 25.7 Incr Delay (d2), s/veh 28.6 2.5 2.8 18.2 4.4 4.7 34.2 1.4 2.2 6.2 1.4 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 7.1 6.9 5.3 5.7 5.8 7.9 7.9 5.8 2.3 6.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 42.2 42.7 66.2 48.9 49.4 81.1 26.0 25.6 56.2 29.8 26.7 LnGrp LOS E D D E D D F C C E C C
Approach Vol, veh/h 804 577 1292 805
Approach Delay, s/veh 52.5 53.9 35.0 31.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 51.0 16.4 30.0 19.4 43.8 23.6 22.8 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 12 * 41 15.3 * 36 * 15 * 38 18.1 * 32 Max Q Clear Time (g_c+I1), s 6.7 20.4 11.8 18.2 14.9 16.6 17.7 14.4 Green Ext Time (p_c), s 0.1 6.7 0.1 3.2 0.0 4.6 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Year 2035 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) 42 793 929 55 16 48
Future Volume (veh/h) 42 793 929 55 16 48
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 46 862 1010 60 17 52
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 467 1935 1347 601 737 656
Arrive On Green 0.38 0.38 0.38 0.38 0.41 0.41
Sat Flow, veh/h 1023 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 46 862 1010 60 17 52
Grp Sat Flow(s),veh/h/ln 511 1702 1777 1585 1781 1585
Q Serve(g_s), s 1.8 5.5 10.7 1.1 0.2 0.9
Cycle Q Clear(g_c), s 12.5 5.5 10.7 1.1 0.2 0.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 467 1935 1347 601 737 656
V/C Ratio(X) 0.10 0.45 0.75 0.10 0.02 0.08
Avail Cap(c_a), veh/h 502 2114 1471 656 737 656
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 17.1 10.1 11.7 8.7 7.5 7.7
Incr Delay (d2), s/veh 0.1 0.2 2.0 0.1 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.6 3.6 0.3 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 10.2 13.7 8.8 7.6 8.0
LnGrp LOS B B B A A A
Approach Vol, veh/h 908 1070 69
Approach Delay, s/veh 10.6 13.4 7.9
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 21.0 22.5 21.0
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 14.5 2.9 12.7
Green Ext Time (p_c), s 2.0 0.1 3.1
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 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) 65 595 119 65 431 38 178 42 80 25 40 55 Future Volume (veh/h) 65 595 119 65 431 38 178 42 80 25 40 55 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 71 647 129 71 468 41 193 46 87 27 43 60 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 115 1166 229 224 968 432 284 211 399 91 617 523 Arrive On Green 0.06 0.27 0.27 0.06 0.27 0.27 0.08 0.36 0.36 0.05 0.33 0.33 Sat Flow, veh/h 1781 4281 842 3456 3554 1585 3456 579 1095 1781 1870 1585 Grp Volume(v), veh/h 71 513 263 71 468 41 193 0 133 27 43 60 Grp Sat Flow(s),veh/h/ln 1781 1702 1719 1728 1777 1585 1728 0 1673 1781 1870 1585 Q Serve(g_s), s 4.2 14.1 14.4 2.1 12.0 2.1 5.9 0.0 6.0 1.6 1.7 2.9 Cycle Q Clear(g_c), s 4.2 14.1 14.4 2.1 12.0 2.1 5.9 0.0 6.0 1.6 1.7 2.9 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 115 927 468 224 968 432 284 0 611 91 617 523 V/C Ratio(X) 0.61 0.55 0.56 0.32 0.48 0.09 0.68 0.00 0.22 0.30 0.07 0.11 Avail Cap(c_a), veh/h 139 927 468 254 968 432 285 0 611 163 617 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.7 34.0 34.1 48.7 33.2 29.6 48.6 0.0 23.9 49.8 25.0 25.4 Incr Delay (d2), s/veh 5.6 2.4 4.8 0.8 1.7 0.4 6.3 0.0 0.8 1.8 0.2 0.4 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 2.1 6.1 6.6 0.9 5.4 0.9 2.8 0.0 2.5 0.8 0.8 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.3 36.4 38.9 49.5 35.0 30.1 54.9 0.0 24.7 51.6 25.3 25.9 LnGrp LOS E D D D C C D A C D C C
Approach Vol, veh/h 847 580 326 130
Approach Delay, s/veh 38.7 36.4 42.6 31.0
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 36.5 16.0 43.0 13.6 36.5 12.2 46.8 Change Period (Y+Rc), s 6.5 6.8 7.0 7.0 6.5 6.8 6.6 * 7 Max Green Setting (Gmax), s 8.0 29.7 9.0 36.0 8.5 29.2 10.0 * 37 Max Q Clear Time (g_c+I1), s 4.1 16.4 7.9 4.9 6.2 14.0 3.6 8.0 Green Ext Time (p_c), s 0.0 4.3 0.1 0.4 0.0 2.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Year 2035 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) 8 504 229 218 336 9 143 3 222 11 4 9 Future Volume (vph) 8 504 229 218 336 9 143 3 222 11 4 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.95
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.98 Satd. Flow (prot) 1770 3539 1583 1770 3525 1681 1688 1583 1726 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3525 1681 1688 1583 1766 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 548 249 237 365 10 155 3 241 12 4 10
RTOR Reduction (vph) 0 0 140 0 1 0 0 0 210 0 10 0
Lane Group Flow (vph) 9 548 109 237 374 0 79 79 31 0 16 0 Turn Type Prot NA Perm Prot NA Split NA Perm Perm NA
Protected Phases 5 2 1 6 7 7 8
Permitted Phases 2 7 8
Actuated Green, G (s) 1.2 33.7 33.7 10.1 43.6 9.8 9.8 9.8 2.6 Effective Green, g (s) 1.2 33.7 33.7 10.1 43.6 9.8 9.8 9.8 2.6 Actuated g/C Ratio 0.02 0.44 0.44 0.13 0.56 0.13 0.13 0.13 0.03 Clearance Time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 27 1544 691 231 1990 213 214 200 59
v/s Ratio Prot 0.01 c0.15 c0.13 0.11 c0.05 0.05
v/s Ratio Perm 0.07 0.02 c0.01
v/c Ratio 0.33 0.35 0.16 1.03 0.19 0.37 0.37 0.15 0.28
Uniform Delay, d1 37.6 14.5 13.2 33.6 8.2 30.9 30.9 30.0 36.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 0.6 0.5 66.1 0.2 1.1 1.1 0.4 2.6 Delay (s) 44.8 15.1 13.6 99.7 8.4 32.0 31.9 30.4 38.9
Level of Service D B B F A C C C D
Approach Delay (s) 15.0 43.7 31.0 38.9
Approach LOS B D C D
Intersection Summary
HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 77.2 Sum of lost time (s) 21.0 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Year 2035 PM 36: Barham Dr. & SR-78 EB Off Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 806 0 0 564 0 0 0 0 192 0 7
Future Volume (vph) 0 806 0 0 564 0 0 0 0 192 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3539 3539 1770 1583
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3539 3539 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 876 0 0 613 0 0 0 0 209 0 8
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 4
Lane Group Flow (vph) 0 876 0 0 613 0 0 0 0 209 0 4
Turn Type NA NA Perm Perm Prot Perm
Protected Phases 4 8 6
Permitted Phases 2 2 6
Actuated Green, G (s) 21.4 21.4 27.7 27.7
Effective Green, g (s) 21.4 21.4 27.7 27.7
Actuated g/C Ratio 0.37 0.37 0.48 0.48
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1303 1303 843 754
v/s Ratio Prot c0.25 0.17 c0.12
v/s Ratio Perm 0.00
v/c Ratio 0.67 0.47 0.25 0.01
Uniform Delay, d1 15.4 14.0 9.0 8.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.3 0.7 0.0
Delay (s) 16.8 14.3 9.7 8.0
Level of Service B B A A
Approach Delay (s) 16.8 14.3 0.0 9.7
Approach LOS B B A A
Intersection Summary
HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 58.1 Sum of lost time (s) 9.0 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Year 2035 PM
37: Barham Dr. & Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 482 628 228 212 337 322
Future Volume (veh/h) 482 628 228 212 337 322
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900
Adj Flow Rate, veh/h 524 683 248 230 358 359
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 0
Cap, veh/h 485 2146 902 402 401 362
Arrive On Green 0.27 0.60 0.25 0.25 0.22 0.22
Sat Flow, veh/h 1781 3647 3647 1585 1781 1610
Grp Volume(v), veh/h 524 683 248 230 358 359
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1781 1610
Q Serve(g_s), s 21.8 7.5 4.5 10.1 15.6 17.8
Cycle Q Clear(g_c), s 21.8 7.5 4.5 10.1 15.6 17.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 485 2146 902 402 401 362
V/C Ratio(X) 1.08 0.32 0.28 0.57 0.89 0.99
Avail Cap(c_a), veh/h 485 2146 902 402 401 362
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 29.1 7.8 23.9 26.1 30.1 30.9
Incr Delay (d2), s/veh 64.0 0.4 0.8 5.8 21.6 44.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 17.5 2.6 1.9 9.6 8.8 18.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.1 8.2 24.7 31.9 51.7 75.7
LnGrp LOS F A C C D E
Approach Vol, veh/h 1207 478 717
Approach Delay, s/veh 45.0 28.1 63.7
Approach LOS D C E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.3 24.7 28.0 27.3
Change Period (Y+Rc), s * 7 6.7 * 6.2 * 7
Max Green Setting (Gmax), s * 48 18.0 * 22 * 20
Max Q Clear Time (g_c+I1), s 9.5 19.8 23.8 12.1
Green Ext Time (p_c), s 5.5 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 47.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 893 60 132 338 48 169
Future Volume (veh/h) 893 60 132 338 48 169
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 971 65 143 367 52 184
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1315 88 181 2034 439 391
Arrive On Green 0.39 0.39 0.10 0.57 0.25 0.25
Sat Flow, veh/h 3474 226 1781 3647 1781 1585
Grp Volume(v), veh/h 510 526 143 367 52 184
Grp Sat Flow(s),veh/h/ln 1777 1830 1781 1777 1781 1585
Q Serve(g_s), s 16.6 16.6 5.3 3.3 1.5 6.7
Cycle Q Clear(g_c), s 16.6 16.6 5.3 3.3 1.5 6.7
Prop In Lane 0.12 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 691 712 181 2034 439 391
V/C Ratio(X) 0.74 0.74 0.79 0.18 0.12 0.47
Avail Cap(c_a), veh/h 691 712 251 2174 439 391
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 17.6 17.6 29.5 6.9 19.7 21.6
Incr Delay (d2), s/veh 6.9 6.8 10.9 0.0 0.5 4.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.5 7.6 2.7 1.1 0.7 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 24.4 40.4 6.9 20.2 25.7
LnGrp LOS C C D A C C
Approach Vol, veh/h 1036 510 236
Approach Delay, s/veh 24.5 16.3 24.5
Approach LOS C B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.3 32.5 44.8 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 9.5 26.2 41.2 16.6
Max Q Clear Time (g_c+I1), s 7.3 18.6 5.3 8.7
Green Ext Time (p_c), s 0.1 3.9 2.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Year 2035 PM
39: Barham Dr. & SR-78 EB On Ramp 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 734 470 446 67 0 0
Future Volume (veh/h) 734 470 446 67 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 798 511 485 73
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 918 3154 2751 412
Arrive On Green 0.89 0.89 0.89 0.89
Sat Flow, veh/h 851 3647 3193 464
Grp Volume(v), veh/h 798 511 277 281
Grp Sat Flow(s),veh/h/ln 851 1777 1777 1787
Q Serve(g_s), s 34.7 0.8 0.8 0.8
Cycle Q Clear(g_c), s 35.5 0.8 0.8 0.8
Prop In Lane 1.00 0.26
Lane Grp Cap(c), veh/h 918 3154 1577 1586
V/C Ratio(X) 0.87 0.16 0.18 0.18
Avail Cap(c_a), veh/h 918 3154 1577 1586
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 4.0 0.3 0.3 0.3
Incr Delay (d2), s/veh 9.0 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 0.3 0.4 0.4
LnGrp LOS B A A A
Approach Vol, veh/h 1309 558
Approach Delay, s/veh 8.1 0.4
Approach LOS A A
Timer - Assigned Phs 4 8
Phs Duration (G+Y+Rc), s 40.0 40.0
Change Period (Y+Rc), s 4.5 4.5
Max Green Setting (Gmax), s 35.5 35.5
Max Q Clear Time (g_c+I1), s 37.5 2.8
Green Ext Time (p_c), s 0.0 3.7
Intersection Summary
HCM 6th Ctrl Delay 5.8
HCM 6th LOS A
UDSM LTA May 19, 2022
Page | 812
Appendix K: Year 2035 With Project (with intersection
improvements) Intersection Analysis Worksheets
HCM 6th Signalized Intersection Summary Year 2035 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) 690 294 31 424 635 15
Future Volume (veh/h) 690 294 31 424 635 15
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 750 320 34 461 690 16
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1047 1343 178 1047 984 876
Arrive On Green 0.29 0.29 0.29 0.29 0.55 0.55
Sat Flow, veh/h 3647 1585 527 3647 1781 1585
Grp Volume(v), veh/h 750 320 34 461 690 16
Grp Sat Flow(s),veh/h/ln 1777 1585 527 1777 1781 1585
Q Serve(g_s), s 11.1 2.3 3.6 6.2 16.6 0.3
Cycle Q Clear(g_c), s 11.1 2.3 14.7 6.2 16.6 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1047 1343 178 1047 984 876
V/C Ratio(X) 0.72 0.24 0.19 0.44 0.70 0.02
Avail Cap(c_a), veh/h 1118 1374 189 1118 984 876
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 18.6 0.9 25.1 16.8 9.6 6.0
Incr Delay (d2), s/veh 2.1 0.1 0.5 0.3 4.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 3.5 0.5 2.3 6.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 1.0 25.7 17.1 13.8 6.0
LnGrp LOS C A C B B A
Approach Vol, veh/h 1070 495 706
Approach Delay, s/veh 14.7 17.7 13.6
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 37.0 21.8 21.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 18.6 13.1 16.7
Green Ext Time (p_c), s 2.3 2.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Year 2035 PM
13: Craven Rd. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1258 609 16 376 723 44
Future Volume (veh/h) 1258 609 16 376 723 44
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1367 662 17 409 786 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1445 1395 103 1445 843 750
Arrive On Green 0.41 0.41 0.41 0.41 0.47 0.47
Sat Flow, veh/h 3647 1585 209 3647 1781 1585
Grp Volume(v), veh/h 1367 662 17 409 786 48
Grp Sat Flow(s),veh/h/ln 1777 1585 209 1777 1781 1585
Q Serve(g_s), s 27.8 6.5 2.7 5.8 31.2 1.2
Cycle Q Clear(g_c), s 27.8 6.5 30.5 5.8 31.2 1.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1445 1395 103 1445 843 750
V/C Ratio(X) 0.95 0.47 0.16 0.28 0.93 0.06
Avail Cap(c_a), veh/h 1445 1395 103 1445 843 750
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 21.5 0.9 36.9 14.9 18.6 10.7
Incr Delay (d2), s/veh 13.0 0.3 0.7 0.1 18.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.1 10.9 0.3 2.2 15.6 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 1.2 37.6 15.0 37.0 10.9
LnGrp LOS C A D B D B
Approach Vol, veh/h 2029 426 834
Approach Delay, s/veh 23.6 15.9 35.5
Approach LOS C B D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 40.0 35.0 35.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 30.5 30.5
Max Q Clear Time (g_c+I1), s 33.2 29.8 32.5
Green Ext Time (p_c), s 0.9 0.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
UDSM LTA May 19, 2022
Page | 815
Appendix L: Year 2050 Without Project Intersection Analysis Worksheets
HCM 6th Signalized Intersection Summary 2050 Without Project AM 1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 197 926 405 120 971 47 792 47 103 248 63 207 Future Volume (veh/h) 197 926 405 120 971 47 792 47 103 248 63 207 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1007 0 130 1055 51 861 51 112 270 68 225 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 234 1015 139 1020 49 818 174 383 352 76 252
Arrive On Green 0.07 0.29 0.00 0.08 0.30 0.30 0.24 0.33 0.33 0.10 0.20 0.20 Sat Flow, veh/h 3456 3554 1585 1781 3450 167 3456 521 1144 3456 381 1262 Grp Volume(v), veh/h 214 1007 0 130 543 563 861 0 163 270 0 293 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1840 1728 0 1664 1728 0 1643 Q Serve(g_s), s 5.5 25.4 0.0 6.5 26.6 26.6 21.3 0.0 6.5 6.9 0.0 15.6 Cycle Q Clear(g_c), s 5.5 25.4 0.0 6.5 26.6 26.6 21.3 0.0 6.5 6.9 0.0 15.6 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.69 1.00 0.77
Lane Grp Cap(c), veh/h 234 1015 139 525 544 818 0 557 352 0 329 V/C Ratio(X) 0.91 0.99 0.94 1.03 1.03 1.05 0.00 0.29 0.77 0.00 0.89 Avail Cap(c_a), veh/h 234 1015 139 525 544 818 0 557 476 0 329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.7 32.1 0.0 41.3 31.7 31.7 34.4 0.0 22.1 39.4 0.0 35.0 Incr Delay (d2), s/veh 36.3 26.5 0.0 57.9 48.4 47.8 46.3 0.0 1.3 5.2 0.0 28.4 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 3.5 14.2 0.0 5.1 18.0 18.6 13.9 0.0 2.7 3.1 0.0 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.0 58.5 0.0 99.2 80.1 79.5 80.6 0.0 23.4 44.6 0.0 63.5 LnGrp LOS E E F F F F A C D A E
Approach Vol, veh/h 1221 A 1236 1024 563
Approach Delay, s/veh 61.9 81.9 71.5 54.4
Approach LOS E F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 30.2 13.7 34.6 10.6 31.1 25.8 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 25.7 12.4 26.9 6.1 26.6 21.3 18.0 Max Q Clear Time (g_c+I1), s 8.5 27.4 8.9 8.5 7.5 28.6 23.3 17.6 Green Ext Time (p_c), s 0.0 0.0 0.3 0.8 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 69.4
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2050 Without Project AM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 988 117 32 687 68
Future Vol, veh/h 0 988 117 32 687 68
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 1074 127 35 747 74
Major/Minor Minor2 Major2
Conflicting Flow All 1568 74 0 0
Stage 1 1568 - - -
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 ~ 111 988 - -
Stage 1 171 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 988 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 9.4

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 988 - -
HCM Lane V/C Ratio 0.164 - -
HCM Control Delay (s) 9.4 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 2050 Without Project AM 3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 795 9 17 797 158 49 108 81 112 59 214 Future Volume (veh/h) 109 795 9 17 797 158 49 108 81 112 59 214 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 118 864 10 18 866 172 53 117 88 122 64 233 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 155 1613 19 52 1155 229 80 361 306 216 74 270 Arrive On Green 0.09 0.45 0.45 0.03 0.39 0.39 0.04 0.19 0.19 0.06 0.21 0.21 Sat Flow, veh/h 1781 3598 42 1781 2955 587 1781 1870 1585 3456 353 1286 Grp Volume(v), veh/h 118 427 447 18 521 517 53 117 88 122 0 297 Grp Sat Flow(s),veh/h/ln 1781 1777 1863 1781 1777 1765 1781 1870 1585 1728 0 1639 Q Serve(g_s), s 4.8 12.8 12.8 0.7 18.5 18.5 2.1 4.0 3.5 2.5 0.0 12.8 Cycle Q Clear(g_c), s 4.8 12.8 12.8 0.7 18.5 18.5 2.1 4.0 3.5 2.5 0.0 12.8 Prop In Lane 1.00 0.02 1.00 0.33 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 155 797 835 52 695 690 80 361 306 216 0 345 V/C Ratio(X) 0.76 0.54 0.54 0.34 0.75 0.75 0.66 0.32 0.29 0.57 0.00 0.86 Avail Cap(c_a), veh/h 209 797 835 170 695 690 124 459 389 240 0 413 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.8 14.7 14.7 34.9 19.3 19.3 34.5 25.5 25.3 33.4 0.0 28.0 Incr Delay (d2), s/veh 10.9 2.6 2.5 3.9 7.3 7.3 8.9 0.5 0.5 2.5 0.0 14.7 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 2.5 5.3 5.5 0.4 8.4 8.4 1.1 1.7 1.3 1.1 0.0 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.7 17.3 17.2 38.8 26.5 26.6 43.4 26.0 25.8 35.9 0.0 42.7 LnGrp LOS D B B D C C D C C D A D
Approach Vol, veh/h 992 1056 258 419
Approach Delay, s/veh 20.4 26.8 29.5 40.7
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 38.3 7.8 20.5 11.0 34.1 9.1 19.3 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 30.3 5.1 * 19 8.6 28.7 5.1 18.0 Max Q Clear Time (g_c+I1), s 2.7 14.8 4.1 14.8 6.8 20.5 4.5 6.0 Green Ext Time (p_c), s 0.0 5.0 0.0 0.6 0.0 4.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 26.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 4: Discovery St. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 149 776 798 172 158 114
Future Volume (veh/h) 149 776 798 172 158 114
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1900 1900
Adj Flow Rate, veh/h 162 843 867 187 172 124
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 377 2203 1803 389 215 155
Arrive On Green 0.62 0.62 0.62 0.62 0.22 0.22
Sat Flow, veh/h 535 3647 3001 627 997 718
Grp Volume(v), veh/h 162 843 530 524 297 0
Grp Sat Flow(s),veh/h/ln 535 1777 1777 1758 1721 0
Q Serve(g_s), s 12.8 6.5 8.8 8.8 8.9 0.0
Cycle Q Clear(g_c), s 21.7 6.5 8.8 8.8 8.9 0.0
Prop In Lane 1.00 0.36 0.58 0.42
Lane Grp Cap(c), veh/h 377 2203 1102 1090 371 0
V/C Ratio(X) 0.43 0.38 0.48 0.48 0.80 0.00
Avail Cap(c_a), veh/h 677 4193 2097 2074 834 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 11.5 5.2 5.6 5.6 20.3 0.0
Incr Delay (d2), s/veh 0.8 0.1 0.3 0.3 4.1 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 1.3 1.6 2.3 2.3 3.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.3 5.3 6.0 6.0 24.4 0.0
LnGrp LOS B A A A C A
Approach Vol, veh/h 1005 1054 297
Approach Delay, s/veh 6.4 6.0 24.4
Approach LOS A A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 38.4 16.3 38.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 64.5 26.5 64.5
Max Q Clear Time (g_c+I1), s 23.7 10.9 10.8
Green Ext Time (p_c), s 10.2 0.8 9.2
Intersection Summary
HCM 6th Ctrl Delay 8.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 70 18 374 65 18 185
Future Volume (veh/h) 70 18 374 65 18 185
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 76 20 407 71 20 201
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 145 38 669 117 231 748
Arrive On Green 0.10 0.10 0.43 0.43 0.43 0.43
Sat Flow, veh/h 1383 364 1551 271 67 1735
Grp Volume(v), veh/h 97 0 0 478 221 0
Grp Sat Flow(s),veh/h/ln 1765 0 0 1822 1801 0
Q Serve(g_s), s 1.0 0.0 0.0 3.9 0.0 0.0
Cycle Q Clear(g_c), s 1.0 0.0 0.0 3.9 1.5 0.0
Prop In Lane 0.78 0.21 0.15 0.09
Lane Grp Cap(c), veh/h 185 0 0 785 979 0
V/C Ratio(X) 0.52 0.00 0.00 0.61 0.23 0.00
Avail Cap(c_a), veh/h 1638 0 0 1690 1828 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.2 0.0 0.0 4.3 3.6 0.0
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.8 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.5 0.0 0.0 5.0 3.7 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 97 478 221
Approach Delay, s/veh 10.5 5.0 3.7
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 12.9 12.9 6.5
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 5.9 3.5 3.0
Green Ext Time (p_c), s 2.4 1.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 6: Via Vera Cruz & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 892 64 118 1052 99 44 180 66 59 200 26 Future Volume (veh/h) 40 892 64 118 1052 99 44 180 66 59 200 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 970 70 128 1143 108 48 196 72 64 217 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 76 1220 544 150 1262 119 67 703 250 82 894 114 Arrive On Green 0.04 0.34 0.34 0.08 0.38 0.38 0.04 0.27 0.27 0.05 0.28 0.28 Sat Flow, veh/h 1781 3554 1585 1781 3282 310 1781 2569 914 1781 3170 404 Grp Volume(v), veh/h 43 970 70 128 618 633 48 134 134 64 120 125 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1815 1781 1777 1706 1781 1777 1798 Q Serve(g_s), s 2.2 23.4 2.9 6.7 31.2 31.3 2.5 5.6 5.9 3.4 5.0 5.1 Cycle Q Clear(g_c), s 2.2 23.4 2.9 6.7 31.2 31.3 2.5 5.6 5.9 3.4 5.0 5.1 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.54 1.00 0.22
Lane Grp Cap(c), veh/h 76 1220 544 150 684 698 67 486 467 82 501 507 V/C Ratio(X) 0.56 0.80 0.13 0.85 0.90 0.91 0.71 0.27 0.29 0.78 0.24 0.25 Avail Cap(c_a), veh/h 114 1220 544 150 684 698 94 486 467 96 501 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 28.2 21.4 42.9 27.6 27.6 45.2 27.1 27.2 44.8 26.3 26.3 Incr Delay (d2), s/veh 6.4 5.4 0.5 35.1 17.7 17.6 14.1 1.4 1.6 28.8 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 10.5 1.1 4.4 16.0 16.4 1.4 2.5 2.6 2.1 2.2 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.0 33.6 21.9 78.0 45.2 45.2 59.3 28.5 28.8 73.6 27.4 27.5 LnGrp LOS D C C E D D E C C E C C
Approach Vol, veh/h 1083 1379 316 309
Approach Delay, s/veh 33.5 48.3 33.3 37.0
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 39.1 8.1 33.3 10.6 43.0 8.9 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 8.0 31.9 5.0 26.1 6.1 33.8 5.1 26.0 Max Q Clear Time (g_c+I1), s 8.7 25.4 4.5 7.1 4.2 33.3 5.4 7.9 Green Ext Time (p_c), s 0.0 3.6 0.0 1.3 0.0 0.4 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 40.4
HCM 6th LOS D
HCM 6th Signalized Intersection Summary 2050 Without Project AM 7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 1061 37 109 1065 69 64 95 245 41 93 27 Future Volume (veh/h) 39 1061 37 109 1065 69 64 95 245 41 93 27 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 42 1153 40 118 1158 75 70 103 266 45 101 29 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 67 1405 49 144 1577 704 107 468 396 92 343 99 Arrive On Green 0.04 0.40 0.40 0.08 0.44 0.44 0.06 0.25 0.25 0.05 0.25 0.25 Sat Flow, veh/h 1781 3504 122 1781 3554 1585 1781 1870 1585 1781 1397 401 Grp Volume(v), veh/h 42 585 608 118 1158 75 70 103 266 45 0 130 Grp Sat Flow(s),veh/h/ln 1781 1777 1848 1781 1777 1585 1781 1870 1585 1781 0 1798 Q Serve(g_s), s 2.8 35.2 35.3 7.8 32.3 3.3 4.6 5.2 18.1 2.9 0.0 7.1 Cycle Q Clear(g_c), s 2.8 35.2 35.3 7.8 32.3 3.3 4.6 5.2 18.1 2.9 0.0 7.1 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 67 712 741 144 1577 704 107 468 396 92 0 442 V/C Ratio(X) 0.63 0.82 0.82 0.82 0.73 0.11 0.65 0.22 0.67 0.49 0.00 0.29 Avail Cap(c_a), veh/h 91 712 741 171 1577 704 148 468 396 119 0 442 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.9 32.1 32.1 54.3 27.5 19.5 55.2 35.7 40.6 55.3 0.0 36.8 Incr Delay (d2), s/veh 9.2 10.3 9.9 23.1 3.1 0.3 6.5 1.1 8.8 3.9 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 16.9 17.5 4.4 14.1 1.3 2.3 2.5 8.0 1.4 0.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.1 42.3 42.0 77.4 30.6 19.8 61.7 36.8 49.3 59.3 0.0 38.5 LnGrp LOS E D D E C B E D D E A D
Approach Vol, veh/h 1235 1351 439 175
Approach Delay, s/veh 43.0 34.1 48.4 43.8
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.2 54.1 13.2 36.5 11.0 59.3 12.7 37.0 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 11.5 44.5 10.0 * 29 6.1 49.9 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.8 37.3 6.6 9.1 4.8 34.3 4.9 20.1 Green Ext Time (p_c), s 0.0 4.3 0.0 0.6 0.0 7.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 1277 58 253 1301 256 54 33 87 178 64 16 Future Volume (veh/h) 32 1277 58 253 1301 256 54 33 87 178 64 16 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 35 1388 63 275 1414 278 59 36 95 193 70 17 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 1973 89 336 1854 694 248 540 611 259 833 196 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 2856 671 Grp Volume(v), veh/h 35 1053 398 275 1414 278 59 36 95 193 43 44 Grp Sat Flow(s),veh/h/ln 1781 1609 1819 1728 1702 1585 1728 1870 1585 1728 1777 1750 Q Serve(g_s), s 2.3 23.1 23.2 9.4 29.3 14.3 1.9 1.7 4.7 6.6 2.1 2.2 Cycle Q Clear(g_c), s 2.3 23.1 23.2 9.4 29.3 14.3 1.9 1.7 4.7 6.6 2.1 2.2 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 72 1498 564 336 1854 694 248 540 611 259 518 510 V/C Ratio(X) 0.49 0.70 0.70 0.82 0.76 0.40 0.24 0.07 0.16 0.75 0.08 0.09 Avail Cap(c_a), veh/h 104 1498 564 418 1854 694 288 540 611 317 518 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.4 36.5 36.5 53.1 33.7 23.0 52.6 31.0 24.1 54.4 30.8 30.9 Incr Delay (d2), s/veh 5.1 2.8 7.2 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 5.7 0.9 0.8 1.9 3.1 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 39.3 43.7 63.2 36.7 24.7 53.1 31.2 24.6 61.8 31.2 31.2 LnGrp LOS E D D E D C D C C E C C
Approach Vol, veh/h 1486 1967 190 280
Approach Delay, s/veh 41.0 38.7 34.7 52.3
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 11.8 50.6 16.0 41.6 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 3.9 4.2 4.3 31.3 8.6 6.7 Green Ext Time (p_c), s 0.3 5.3 0.1 0.4 0.0 6.6 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 40.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 9: San Marcos Blvd. & SR-78 EB Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 712 868 219 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 2050 Without Project AM 10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 456 88 0 1033 125 817 297 32 91 0 543 Future Volume (veh/h) 260 456 88 0 1033 125 817 297 32 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 283 496 0 0 1123 136 888 323 35 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 340 1401 0 1240 385 962 1218 131 127 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 3236 348 1781 99 Grp Volume(v), veh/h 283 496 0 0 1123 136 888 176 182 99 48.8 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1808 1781 D Q Serve(g_s), s 6.9 8.4 0.0 0.0 18.2 6.1 21.3 5.9 5.9 4.7 Cycle Q Clear(g_c), s 6.9 8.4 0.0 0.0 18.2 6.1 21.3 5.9 5.9 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 340 1401 0 1240 385 962 669 680 127 V/C Ratio(X) 0.83 0.35 0.00 0.91 0.35 0.92 0.26 0.27 0.78 Avail Cap(c_a), veh/h 340 1408 0 1251 388 984 669 680 221 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 18.2 0.0 0.0 31.3 26.7 29.9 18.4 18.4 39.0 Incr Delay (d2), s/veh 15.9 0.2 0.0 0.0 9.5 0.6 13.7 1.0 1.0 9.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 3.3 0.0 0.0 8.3 0.1 10.3 2.5 2.6 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 18.3 0.0 0.0 40.9 27.3 43.6 19.4 19.4 48.8 LnGrp LOS D B A D C D B B D
Approach Vol, veh/h 779 A 1259 1246
Approach Delay, s/veh 31.2 39.4 36.6
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 10.6 36.6 38.1 28.2 12.9 25.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.6 32.1 33.8 24.3 8.4 20.9 Max Q Clear Time (g_c+I1), s 6.7 7.9 10.4 23.3 8.9 20.2 Green Ext Time (p_c), s 0.1 2.1 3.4 0.4 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2050 Without Project 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 33 566 894 70 24 51
Future Vol, veh/h 33 566 894 70 24 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 36 615 972 76 26 55
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1048 0 - 0 1390 524
Stage 1 - - - - 1010 -
Stage 2 - - - - 380 -
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 - - - 133 498
Stage 1 - - - - 313 -
Stage 2 - - - - 661 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 660 - - - 126 498
Mov Cap-2 Maneuver - - - - 126 -
Stage 1 - - - - 296 -
Stage 2 - - - - 661 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 25.5

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 660 - - - 256
HCM Lane V/C Ratio 0.054 - - - 0.318
HCM Control Delay (s) 10.8 - - - 25.5
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.2 - - - 1.3
HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 12: San Marcos Blvd. & Pico Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 139 606 15 0 736 152 8 2 5 181 4 85 Future Volume (vph) 139 606 15 0 736 152 8 2 5 181 4 85 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 1346 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) 151 659 16 0 800 165 9 2 5 197 4 92
RTOR Reduction (vph) 0 0 8 0 0 108 0 0 4 0 0 70
Lane Group Flow (vph) 151 659 8 0 800 57 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 74 219 320 377 v/s Ratio Prot c0.09 0.19 c0.23
v/s Ratio Perm 0.00 0.04 c0.02 0.00 c0.15 0.01
v/c Ratio 1.01 0.39 0.01 0.65 0.10 0.15 0.00 0.63 0.06
Uniform Delay, d1 59.5 21.9 17.9 35.9 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 77.3 0.7 0.0 2.7 0.4 4.2 0.0 9.0 0.3 Delay (s) 136.8 22.5 17.9 38.6 29.2 53.5 48.3 53.4 38.5 Level of Service F C B D C D D D D
Approach Delay (s) 43.3 37.0 51.8 48.7
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project AM 13: Craven Rd. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 625 309 33 427 640 16
Future Volume (veh/h) 625 309 33 427 640 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 679 336 36 464 696 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 769 380 141 1186 940 836
Arrive On Green 0.33 0.33 0.33 0.33 0.53 0.53
Sat Flow, veh/h 2396 1139 555 3647 1781 1585
Grp Volume(v), veh/h 524 491 36 464 696 17
Grp Sat Flow(s),veh/h/ln 1777 1665 555 1777 1781 1585
Q Serve(g_s), s 18.1 18.1 3.6 6.5 19.7 0.3
Cycle Q Clear(g_c), s 18.1 18.1 21.7 6.5 19.7 0.3
Prop In Lane 0.68 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 593 556 141 1186 940 836
V/C Ratio(X) 0.88 0.88 0.25 0.39 0.74 0.02
Avail Cap(c_a), veh/h 593 556 141 1186 940 836
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 20.5 20.5 31.0 16.6 11.9 7.3
Incr Delay (d2), s/veh 14.7 15.5 0.9 0.2 5.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 9.2 8.7 0.6 2.5 7.8 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 35.9 31.9 16.8 17.1 7.4
LnGrp LOS D D C B B A
Approach Vol, veh/h 1015 500 713
Approach Delay, s/veh 35.5 17.9 16.9
Approach LOS D B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.8 26.2 26.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 34.3 21.7 21.7
Max Q Clear Time (g_c+I1), s 21.7 20.1 23.7
Green Ext Time (p_c), s 2.2 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 37 671 20 7 328 89 12 6 50 82 7 29 Future Volume (veh/h) 37 671 20 7 328 89 12 6 50 82 7 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 729 22 8 357 97 13 7 54 89 8 32 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 75 1338 40 19 965 259 136 96 407 578 46 552
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 3522 106 1781 2771 743 157 276 1169 1277 133 1585 Grp Volume(v), veh/h 40 368 383 8 227 227 74 0 0 97 0 32 Grp Sat Flow(s),veh/h/ln 1781 1777 1851 1781 1777 1737 1602 0 0 1411 0 1585 Q Serve(g_s), s 1.1 8.4 8.4 0.2 4.9 5.1 0.0 0.0 0.0 0.5 0.0 0.7 Cycle Q Clear(g_c), s 1.1 8.4 8.4 0.2 4.9 5.1 1.6 0.0 0.0 2.0 0.0 0.7 Prop In Lane 1.00 0.06 1.00 0.43 0.18 0.73 0.92 1.00
Lane Grp Cap(c), veh/h 75 675 704 19 619 605 640 0 0 625 0 552 V/C Ratio(X) 0.53 0.54 0.54 0.43 0.37 0.37 0.12 0.00 0.00 0.16 0.00 0.06 Avail Cap(c_a), veh/h 190 675 704 172 619 605 640 0 0 625 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 12.5 12.5 25.4 12.6 12.6 11.5 0.0 0.0 11.6 0.0 11.2 Incr Delay (d2), s/veh 5.7 3.1 3.0 14.7 1.7 1.8 0.4 0.0 0.0 0.5 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 3.4 3.5 0.2 2.0 2.0 0.6 0.0 0.0 0.8 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 15.7 15.5 40.1 14.3 14.4 11.9 0.0 0.0 12.1 0.0 11.4 LnGrp LOS C B B D B B B A A B A B
Approach Vol, veh/h 791 462 74 129
Approach Delay, s/veh 16.3 14.8 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 24.1 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 10.4 3.6 3.1 7.1 4.0
Green Ext Time (p_c), s 0.0 2.9 0.3 0.0 2.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 15: Discovery St. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 715 6 21 421 0 16 0 30 0 0 0
Future Volume (veh/h) 0 715 6 21 421 0 16 0 30 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 777 7 23 458 0 17 0 33 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 2 2 2 2 2 2
Cap, veh/h 5 1453 13 51 2025 0 199 32 160 221 287 244
Arrive On Green 0.00 0.40 0.40 0.03 0.57 0.00 0.15 0.00 0.15 0.00 0.00 0.00 Sat Flow, veh/h 1781 3609 33 1781 3647 0 328 209 1042 1376 1870 1585 Grp Volume(v), veh/h 0 383 401 23 458 0 50 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1865 1781 1777 0 1578 0 0 1376 1870 1585 Q Serve(g_s), s 0.0 5.3 5.3 0.4 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 5.3 5.3 0.4 2.1 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.00 0.34 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 5 716 751 51 2025 0 391 0 0 221 287 244 V/C Ratio(X) 0.00 0.53 0.53 0.45 0.23 0.00 0.13 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 274 2757 2893 629 6224 0 1304 0 0 1046 1408 1193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 7.4 7.4 15.5 3.5 0.0 12.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.6 6.0 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.3 1.4 0.2 0.3 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.0 8.0 21.5 3.5 0.0 12.2 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A C A A B A A A A A
Approach Vol, veh/h 784 481 50 0
Approach Delay, s/veh 8.0 4.4 12.2 0.0
Approach LOS A A B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 9.5 5.4 17.6 9.5 0.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 11.5 50.5 24.5 5.0 57.0 Max Q Clear Time (g_c+I1), s 2.8 2.4 7.3 0.0 0.0 4.1
Green Ext Time (p_c), s 0.2 0.0 5.8 0.0 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 6.8
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2050 Without Project AM 16: Rush Dr. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 653 113 242 332 110 117
Future Volume (veh/h) 653 113 242 332 110 117
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 710 123 263 361 120 127
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 1143 198 443 2212 256 228
Arrive On Green 0.38 0.38 0.13 0.62 0.14 0.14
Sat Flow, veh/h 3122 524 3456 3647 1781 1585
Grp Volume(v), veh/h 416 417 263 361 120 127
Grp Sat Flow(s),veh/h/ln 1777 1776 1728 1777 1781 1585
Q Serve(g_s), s 7.3 7.4 2.8 1.6 2.4 2.9
Cycle Q Clear(g_c), s 7.3 7.4 2.8 1.6 2.4 2.9
Prop In Lane 0.30 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 671 670 443 2212 256 228
V/C Ratio(X) 0.62 0.62 0.59 0.16 0.47 0.56
Avail Cap(c_a), veh/h 1268 1267 1031 4011 1040 925
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 9.8 9.8 15.8 3.1 15.1 15.4
Incr Delay (d2), s/veh 0.9 0.9 1.3 0.0 1.3 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 2.2 1.0 0.2 0.9 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.7 10.7 17.1 3.1 16.5 17.5
LnGrp LOS B B B A B B
Approach Vol, veh/h 833 624 247
Approach Delay, s/veh 10.7 9.0 17.0
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.0 9.4 19.0 28.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 11.5 27.5 43.5
Max Q Clear Time (g_c+I1), s 4.9 4.8 9.4 3.6
Green Ext Time (p_c), s 0.7 0.5 5.2 2.6
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 17: Discovery St. & Street A 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 711 59 59 534 0 39 0 39 0 0 0
Future Volume (veh/h) 0 711 59 59 534 0 39 0 39 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 773 64 64 580 0 42 0 42 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 2 1635 135 88 2140 955 259 23 210 0 517 0
Arrive On Green 0.00 0.49 0.49 0.05 0.60 0.00 0.28 0.00 0.28 0.00 0.00 0.00 Sat Flow, veh/h 1781 3323 275 1781 3554 1585 675 84 759 0 1870 0 Grp Volume(v), veh/h 0 413 424 64 580 0 84 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1821 1781 1777 1585 1518 0 0 0 1870 0 Q Serve(g_s), s 0.0 11.4 11.4 2.6 5.8 0.0 0.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.4 11.4 2.6 5.8 0.0 2.9 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.15 1.00 1.00 0.50 0.50 0.00 0.00
Lane Grp Cap(c), veh/h 2 874 896 88 2140 955 492 0 0 0 517 0 V/C Ratio(X) 0.00 0.47 0.47 0.73 0.27 0.00 0.17 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 120 874 896 228 2140 955 492 0 0 0 517 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.5 12.5 34.8 7.0 0.0 20.4 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.8 1.8 10.8 0.3 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.5 4.6 1.4 1.9 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.3 14.3 45.6 7.3 0.0 21.2 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A B B D A A C A A A A A
Approach Vol, veh/h 837 644 84 0
Approach Delay, s/veh 14.3 11.1 21.2 0.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.2 41.0 25.0 0.0 49.2 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 36.5 20.5 5.0 41.0 20.5 Max Q Clear Time (g_c+I1), s 4.6 13.4 4.9 0.0 7.8 0.0
Green Ext Time (p_c), s 0.0 5.6 0.3 0.0 4.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 249 44 88 347 4 35 2 50 3 3 13
Future Volume (vph) 20 249 44 88 347 4 35 2 50 3 3 13
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 3534 1778 1583 1674
Flt Permitted 0.95 1.00 0.95 1.00 0.44 1.00 1.00
Satd. Flow (perm) 1770 3459 1770 3534 816 1583 1687
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) 22 271 48 96 377 4 38 2 54 3 3 14
RTOR Reduction (vph) 0 8 0 0 0 0 0 0 47 0 14 0
Lane Group Flow (vph) 22 311 0 96 381 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 8.9 8.9 1.3
Effective Green, g (s) 1.0 32.1 7.1 38.2 8.9 8.9 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 1555 176 1890 101 197 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 35.2 11.9 30.6 8.7 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 3.4 0.2 2.5 0.1 3.4
Delay (s) 180.2 12.2 34.0 8.9 31.3 27.5 38.0
Level of Service F B C A C C D
Approach Delay (s) 23.0 14.0 29.2 38.0
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) 71.4 Sum of lost time (s) 22.0 Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 102 290 5 15 363 11 15 0 7 8 0 7
Future Volume (vph) 102 290 5 15 363 11 15 0 7 8 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3531 3433 3539 1583 1770 1583 1770 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3433 3531 3433 3539 1583 1770 1583 1770 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 111 315 5 16 395 12 16 0 8 9 0 8
RTOR Reduction (vph) 0 1 0 0 0 9 0 0 6 0 0 6
Lane Group Flow (vph) 111 319 0 16 395 3 0 16 2 9 0 2
Turn Type Prot NA Prot NA Perm Split NA Perm Split Perm Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 4 3
Actuated Green, G (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Effective Green, g (s) 8.0 37.2 2.8 32.0 32.0 33.0 33.0 33.0 33.0 Actuated g/C Ratio 0.06 0.29 0.02 0.25 0.25 0.26 0.26 0.26 0.26 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 1026 75 884 395 456 408 456 408
v/s Ratio Prot c0.03 0.09 0.00 c0.11 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.52 0.31 0.21 0.45 0.01 0.04 0.01 0.02 0.01
Uniform Delay, d1 58.1 35.4 61.5 40.5 36.1 35.6 35.3 35.4 35.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.8 1.4 1.6 0.0 0.1 0.0 0.1 0.0 Delay (s) 60.3 36.2 62.9 42.2 36.1 35.7 35.3 35.5 35.3
Level of Service E D E D D D D D D
Approach Delay (s) 42.4 42.8 35.6 35.4
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 42.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 128.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 20: Rush Dr. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 233 235 24 39 203 36 27 76 34 18 34 144 Future Volume (vph) 233 235 24 39 203 36 27 76 34 18 34 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3490 3433 3460 1770 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 3490 3433 3460 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) 253 255 26 42 221 39 29 83 37 20 37 157 RTOR Reduction (vph) 0 6 0 0 12 0 0 19 0 0 0 139
Lane Group Flow (vph) 253 275 0 42 248 0 29 101 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 1435 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 0.98 0.19 0.25 0.23 0.15 0.54 0.10 0.17 0.10
Uniform Delay, d1 31.4 13.9 33.8 18.7 30.0 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 50.4 0.3 0.8 0.1 0.4 2.9 0.2 0.4 0.2 Delay (s) 81.9 14.2 34.5 18.8 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) 46.2 21.0 33.4 29.4
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 35.3 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 44.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project AM 21: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 88 135 5 47 65 922 58 12 946 1 Future Volume (veh/h) 3 0 88 135 5 47 65 922 58 12 946 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 0 96 147 5 51 71 1002 63 13 1028 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 71 6 270 317 9 306 108 1826 115 29 2601 3
Arrive On Green 0.19 0.00 0.19 0.19 0.19 0.19 0.06 0.54 0.54 0.02 0.49 0.49 Sat Flow, veh/h 10 33 1396 954 45 1585 1781 3395 213 1781 5268 5 Grp Volume(v), veh/h 99 0 0 152 0 51 71 524 541 13 664 365 Grp Sat Flow(s),veh/h/ln 1440 0 0 998 0 1585 1781 1777 1832 1781 1702 1869 Q Serve(g_s), s 0.1 0.0 0.0 0.6 0.0 1.4 2.1 10.3 10.3 0.4 6.6 6.6 Cycle Q Clear(g_c), s 8.2 0.0 0.0 8.5 0.0 1.4 2.1 10.3 10.3 0.4 6.6 6.6 Prop In Lane 0.03 0.97 0.97 1.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 348 0 0 325 0 306 108 956 985 29 1680 923 V/C Ratio(X) 0.28 0.00 0.00 0.47 0.00 0.17 0.66 0.55 0.55 0.45 0.40 0.40 Avail Cap(c_a), veh/h 577 0 0 516 0 536 233 956 985 170 1680 923 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 18.6 0.0 0.0 20.9 0.0 18.0 24.6 8.1 8.1 26.1 8.5 8.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.0 0.0 0.3 6.6 2.3 2.2 10.5 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 3.7 0.2 2.1 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 0.0 0.0 21.9 0.0 18.2 31.2 10.4 10.3 36.5 9.2 9.8 LnGrp LOS B A A C A B C B B D A A
Approach Vol, veh/h 99 203 1136 1042
Approach Delay, s/veh 19.0 21.0 11.6 9.8
Approach LOS B C B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.4 33.3 15.1 7.7 30.9 15.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 28.3 18.1 7.0 26.4 18.1 Max Q Clear Time (g_c+I1), s 2.4 12.3 10.2 4.1 8.6 10.5 Green Ext Time (p_c), s 0.0 6.5 0.3 0.0 6.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 22: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 6 21 25 3 258 22 936 29 75 904 45 Future Volume (veh/h) 57 6 21 25 3 258 22 936 29 75 904 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 62 7 23 27 3 280 24 1017 32 82 983 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 93 82 268 66 3 311 46 1799 57 103 2706 135
Arrive On Green 0.05 0.21 0.21 0.04 0.20 0.20 0.03 0.51 0.51 0.06 0.54 0.54 Sat Flow, veh/h 1781 383 1260 1781 17 1571 1781 3517 111 1781 4982 248 Grp Volume(v), veh/h 62 0 30 27 0 283 24 514 535 82 671 361 Grp Sat Flow(s),veh/h/ln 1781 0 1644 1781 0 1588 1781 1777 1850 1781 1702 1826 Q Serve(g_s), s 4.8 0.0 2.0 2.1 0.0 24.4 1.9 27.8 27.8 6.4 15.7 15.8 Cycle Q Clear(g_c), s 4.8 0.0 2.0 2.1 0.0 24.4 1.9 27.8 27.8 6.4 15.7 15.8 Prop In Lane 1.00 0.77 1.00 0.99 1.00 0.06 1.00 0.14
Lane Grp Cap(c), veh/h 93 0 350 66 0 315 46 909 946 103 1849 992 V/C Ratio(X) 0.67 0.00 0.09 0.41 0.00 0.90 0.52 0.57 0.57 0.80 0.36 0.36 Avail Cap(c_a), veh/h 127 0 473 102 0 434 80 909 946 169 1849 992 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 44.2 65.9 0.0 54.8 67.3 23.5 23.5 65.2 18.2 18.2 Incr Delay (d2), s/veh 8.1 0.0 0.1 4.0 0.0 16.9 8.7 2.5 2.4 13.0 0.6 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 2.4 0.0 0.9 1.0 0.0 11.2 1.0 12.3 12.8 3.3 6.4 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 0.0 44.3 69.9 0.0 71.7 76.0 26.1 26.0 78.2 18.8 19.2 LnGrp LOS E A D E A E E C C E B B
Approach Vol, veh/h 92 310 1073 1114
Approach Delay, s/veh 63.8 71.6 27.1 23.3
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.6 77.9 13.3 34.2 10.1 82.3 11.2 36.3 Change Period (Y+Rc), s 6.5 6.3 6.0 6.5 6.5 6.3 6.0 6.5 Max Green Setting (Gmax), s 13.3 53.1 10.0 38.3 6.3 60.1 8.0 40.3 Max Q Clear Time (g_c+I1), s 8.4 29.8 6.8 26.4 3.9 17.8 4.1 4.0 Green Ext Time (p_c), s 0.1 7.5 0.0 1.4 0.0 8.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project AM 23: Twin Oaks Valley Rd. & Craven Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 99 184 41 29 43 216 794 108 357 684 42 Future Volume (veh/h) 57 99 184 41 29 43 216 794 108 357 684 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 62 108 200 45 32 47 235 863 117 388 743 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 236 537 239 95 255 216 271 1937 261 475 2021 125 Arrive On Green 0.07 0.15 0.15 0.05 0.14 0.14 0.15 0.43 0.43 0.14 0.41 0.41 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4550 614 3456 4917 303 Grp Volume(v), veh/h 62 108 200 45 32 47 235 645 335 388 513 276 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1760 1728 1702 1816 Q Serve(g_s), s 1.9 3.0 13.9 2.8 1.7 3.0 14.6 15.2 15.3 12.4 11.8 11.9 Cycle Q Clear(g_c), s 1.9 3.0 13.9 2.8 1.7 3.0 14.6 15.2 15.3 12.4 11.8 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.35 1.00 0.17
Lane Grp Cap(c), veh/h 236 537 239 95 255 216 271 1449 749 475 1399 746 V/C Ratio(X) 0.26 0.20 0.84 0.47 0.13 0.22 0.87 0.44 0.45 0.82 0.37 0.37 Avail Cap(c_a), veh/h 320 1083 483 181 586 497 590 1449 749 900 1399 746 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 50.1 42.1 46.7 52.0 43.0 43.5 46.9 23.0 23.1 47.4 23.1 23.2 Incr Delay (d2), s/veh 0.6 0.2 7.5 3.6 0.2 0.5 8.2 1.0 1.9 3.5 0.7 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.3 5.9 1.3 0.8 1.2 7.1 6.2 6.7 5.5 4.9 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.7 42.3 54.2 55.6 43.2 44.0 55.1 24.0 25.0 50.9 23.9 24.6 LnGrp LOS D D D E D D E C C D C C
Approach Vol, veh/h 370 124 1215 1177
Approach Delay, s/veh 50.1 48.0 30.3 33.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.1 55.0 12.6 23.6 23.7 53.4 14.2 21.9 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 29.5 48.2 11.5 34.5 37.5 40.2 10.5 35.5 Max Q Clear Time (g_c+I1), s 14.4 17.3 4.8 15.9 16.6 13.9 3.9 5.0 Green Ext Time (p_c), s 1.2 7.7 0.0 1.2 0.6 5.6 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 24: Twin Oaks Valley Rd. & Campus Market Pl. 04/27/2022 HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 1 56 4 1 7 84 1061 6 44 1033 28 Future Volume (vph) 28 1 56 4 1 7 84 1061 6 44 1033 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 5081 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 5081 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 61 4 1 8 91 1153 7 48 1123 30
RTOR Reduction (vph) 0 0 58 0 0 8 0 0 0 0 1 0
Lane Group Flow (vph) 0 31 3 4 1 0 91 1160 0 48 1152 0
Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 7 7 8 8 5 2 1 6
Permitted Phases 7 8
Actuated Green, G (s) 6.8 6.8 2.8 2.8 2.8 8.9 90.4 8.2 89.7 Effective Green, g (s) 6.8 6.8 2.8 2.8 2.8 8.9 90.4 8.2 89.7 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 32 226 3402 107 3365
v/s Ratio Prot c0.02 c0.00 0.00 0.03 c0.23 c0.03 0.23
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 0.34
Uniform Delay, d1 62.0 61.0 64.9 64.8 64.7 60.5 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 61.7 9.8 64.2 10.1
Level of Service E E E E E E A E B
Approach Delay (s) 62.2 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 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project AM 25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 152 6 176 239 190 13 859 145 373 1239 427 Future Volume (veh/h) 256 152 6 176 239 190 13 859 145 373 1239 427 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 278 165 7 191 260 207 14 934 158 405 1347 464 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 329 949 40 242 545 254 104 1739 293 460 2545 790 Arrive On Green 0.10 0.19 0.19 0.07 0.16 0.16 0.03 0.40 0.40 0.13 0.50 0.50 Sat Flow, veh/h 3456 5026 211 3456 3404 1585 3456 4399 742 3456 5106 1585 Grp Volume(v), veh/h 278 111 61 191 260 207 14 722 370 405 1347 464 Grp Sat Flow(s),veh/h/ln 1728 1702 1832 1728 1702 1585 1728 1702 1737 1728 1702 1585 Q Serve(g_s), s 11.1 3.8 3.9 7.6 9.7 17.7 0.6 22.8 22.9 16.1 25.2 29.1 Cycle Q Clear(g_c), s 11.1 3.8 3.9 7.6 9.7 17.7 0.6 22.8 22.9 16.1 25.2 29.1 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 329 643 346 242 545 254 104 1345 686 460 2545 790 V/C Ratio(X) 0.85 0.17 0.18 0.79 0.48 0.82 0.14 0.54 0.54 0.88 0.53 0.59 Avail Cap(c_a), veh/h 383 936 504 321 875 408 247 1345 686 531 2545 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 62.3 47.6 47.6 64.1 53.5 56.8 66.1 32.5 32.5 59.6 23.9 24.9 Incr Delay (d2), s/veh 14.2 0.1 0.2 9.3 0.6 6.6 0.6 1.5 3.0 14.3 0.8 3.2 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 5.5 1.7 1.8 3.7 4.2 7.6 0.3 9.7 10.3 8.0 10.3 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.6 47.7 47.9 73.4 54.1 63.4 66.7 34.0 35.6 73.9 24.7 28.1 LnGrp LOS E D D E D E E C D E C C
Approach Vol, veh/h 450 658 1106 2216
Approach Delay, s/veh 65.6 62.6 35.0 34.4
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.1 62.8 16.8 34.2 11.7 77.3 20.8 30.2 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 37.2 13.0 38.5 10.0 48.7 15.5 * 36 Max Q Clear Time (g_c+I1), s 18.1 24.9 9.6 5.9 2.6 31.1 13.1 19.7 Green Ext Time (p_c), s 0.5 5.8 0.2 1.1 0.0 10.9 0.2 2.8 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 26: Twin Oaks Valley Rd. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 4 5 1 4 39 5 1807 14 334 1843 20 Future Volume (veh/h) 20 4 5 1 4 39 5 1807 14 334 1843 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 1870 1870 1870 Adj Flow Rate, veh/h 22 4 5 1 4 42 5 1964 15 363 2003 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 2 2 2
Cap, veh/h 89 215 96 198 328 146 23 2919 22 480 3782 42 Arrive On Green 0.03 0.06 0.06 0.06 0.09 0.09 0.01 0.44 0.44 0.14 0.57 0.57 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6636 51 3456 6610 73 Grp Volume(v), veh/h 22 4 5 1 4 42 5 1428 551 363 1462 563 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1861 1728 1609 1857 Q Serve(g_s), s 0.4 0.1 0.2 0.0 0.1 1.5 0.1 14.0 14.0 6.0 11.0 11.0 Cycle Q Clear(g_c), s 0.4 0.1 0.2 0.0 0.1 1.5 0.1 14.0 14.0 6.0 11.0 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.04
Lane Grp Cap(c), veh/h 89 215 96 198 328 146 23 2122 819 480 2761 1063 V/C Ratio(X) 0.25 0.02 0.05 0.01 0.01 0.29 0.22 0.67 0.67 0.76 0.53 0.53 Avail Cap(c_a), veh/h 291 1078 481 1048 1856 828 291 2122 819 577 2761 1063 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 26.2 26.3 26.4 24.5 25.1 29.3 13.2 13.2 24.6 7.8 7.8 Incr Delay (d2), s/veh 1.4 0.0 0.2 0.0 0.0 1.1 4.6 1.7 4.4 4.7 0.7 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.1 0.0 0.0 0.6 0.0 4.6 6.0 2.6 3.1 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 26.2 26.5 26.4 24.5 26.2 33.9 14.9 17.6 29.2 8.5 9.7 LnGrp LOS C C C C C C C B B C A A
Approach Vol, veh/h 31 47 1984 2388
Approach Delay, s/veh 28.8 26.0 15.7 11.9
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.8 30.6 7.9 8.1 4.9 38.5 6.0 10.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.9 26.1 18.0 18.0 5.0 31.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 8.0 16.0 2.0 2.2 2.1 13.0 2.4 3.5 Green Ext Time (p_c), s 0.3 8.1 0.0 0.0 0.0 13.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 27: Twin Oaks Valley Rd. & SR-78 Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 435 1 894 0 0 0 0 1059 601 392 2014 0 Future Volume (veh/h) 435 1 894 0 0 0 0 1059 601 392 2014 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 316 0 1141 0 1151 653 426 2189 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 649 0 1156 0 1461 454 489 2537 0
Arrive On Green 0.36 0.00 0.36 0.00 0.29 0.29 0.14 0.50 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 316 0 1141 0 1151 653 426 2189 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 8.9 0.0 23.2 0.0 13.5 18.6 7.8 24.5 0.0 Cycle Q Clear(g_c), s 8.9 0.0 23.2 0.0 13.5 18.6 7.8 24.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 649 0 1156 0 1461 454 489 2537 0 V/C Ratio(X) 0.49 0.00 0.99 0.00 0.79 1.44 0.87 0.86 0.00 Avail Cap(c_a), veh/h 649 0 1156 0 1461 454 489 2537 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 16.0 0.0 20.5 0.0 21.4 23.2 27.3 14.4 0.0 Incr Delay (d2), s/veh 0.6 0.0 23.3 0.0 4.4 210.1 15.6 4.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 11.4 0.0 5.5 32.8 4.1 8.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.5 0.0 43.8 0.0 25.8 233.3 42.9 18.6 0.0 LnGrp LOS B A D A C F D B A
Approach Vol, veh/h 1457 1804 2615
Approach Delay, s/veh 37.9 100.9 22.5
Approach LOS D F C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.7 23.1 28.2 36.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.2 18.6 23.7 32.3
Max Q Clear Time (g_c+I1), s 9.8 20.6 25.2 26.5
Green Ext Time (p_c), s 0.0 0.0 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 50.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 28: Twin Oaks Valley Rd. & CA-78 WB Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 761 0 326 0 1139 462 0 1305 385 Future Volume (vph) 0 0 0 761 0 326 0 1139 462 0 1305 385 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 0 827 0 354 0 1238 502 0 1418 418
RTOR Reduction (vph) 0 0 0 0 0 23 0 0 288 0 0 240
Lane Group Flow (vph) 0 0 0 827 0 331 0 1238 214 0 1418 178 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 15.3 15.3 18.1 18.1 18.1 18.1
Effective Green, g (s) 15.3 15.3 18.1 18.1 18.1 18.1
Actuated g/C Ratio 0.36 0.36 0.43 0.43 0.43 0.43
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1238 1005 2170 675 2170 675
v/s Ratio Prot 0.24 c0.28
v/s Ratio Perm c0.24 0.12 0.14 0.11
v/c Ratio 0.67 0.33 0.57 0.32 0.65 0.26
Uniform Delay, d1 11.4 9.8 9.2 8.1 9.7 7.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.2 1.1 1.2 1.5 1.0
Delay (s) 12.8 10.0 10.3 9.3 11.2 8.8
Level of Service B B B A B A
Approach Delay (s) 0.0 12.0 10.0 10.7
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 42.4 Sum of lost time (s) 9.0 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project AM 29: Twin Oaks Valley Rd. & Shopping Center Drwy. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 4 34 60 1 34 33 1172 191 0 1677 7 Future Volume (veh/h) 4 4 34 60 1 34 33 1172 191 0 1677 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 4 4 37 65 1 37 36 1274 208 0 1823 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 0 2 2
Cap, veh/h 10 21 195 104 8 291 135 2419 395 0 2807 12
Arrive On Green 0.01 0.13 0.13 0.06 0.19 0.19 0.04 0.55 0.55 0.00 0.42 0.42 Sat Flow, veh/h 1781 157 1452 1781 42 1550 3456 4422 722 0 6923 29 Grp Volume(v), veh/h 4 0 41 65 0 38 36 981 501 0 1321 510 Grp Sat Flow(s),veh/h/ln 1781 0 1609 1781 0 1591 1728 1702 1740 0 1609 1865 Q Serve(g_s), s 0.1 0.0 1.2 1.9 0.0 1.0 0.5 9.5 9.5 0.0 11.3 11.3 Cycle Q Clear(g_c), s 0.1 0.0 1.2 1.9 0.0 1.0 0.5 9.5 9.5 0.0 11.3 11.3 Prop In Lane 1.00 0.90 1.00 0.97 1.00 0.41 0.00 0.02
Lane Grp Cap(c), veh/h 10 0 216 104 0 299 135 1862 952 0 2033 786 V/C Ratio(X) 0.42 0.00 0.19 0.62 0.00 0.13 0.27 0.53 0.53 0.00 0.65 0.65 Avail Cap(c_a), veh/h 172 0 558 175 0 555 333 1862 952 0 2033 786 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 25.7 0.0 20.0 23.9 0.0 17.6 24.2 7.5 7.5 0.0 12.0 12.0 Incr Delay (d2), s/veh 26.2 0.0 0.4 5.9 0.0 0.2 1.0 1.1 2.1 0.0 1.6 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.4 0.9 0.0 0.4 0.2 2.8 3.1 0.0 3.6 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 0.0 20.4 29.8 0.0 17.7 25.3 8.6 9.6 0.0 13.6 16.1 LnGrp LOS D A C C A B C A A A B B
Approach Vol, veh/h 45 103 1518 1831
Approach Delay, s/veh 23.2 25.4 9.3 14.3
Approach LOS C C A B
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 32.9 7.5 11.5 6.5 26.4 4.8 14.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.4 5.1 18.0 5.0 18.9 5.0 18.1 Max Q Clear Time (g_c+I1), s 11.5 3.9 3.2 2.5 13.3 2.1 3.0 Green Ext Time (p_c), s 9.6 0.0 0.1 0.0 4.6 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 30: Twin Oaks Valley Rd. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 171 310 280 449 539 29 264 473 328 79 723 217 Future Volume (veh/h) 171 310 280 449 539 29 264 473 328 79 723 217 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 186 337 304 488 586 32 287 514 357 86 786 236 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 248 1544 1413 332 1571 86 249 1120 652 210 808 243 Arrive On Green 0.07 0.43 0.43 0.10 0.46 0.46 0.07 0.32 0.32 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 3427 187 3456 3554 1585 3456 2693 809 Grp Volume(v), veh/h 186 337 304 488 304 314 287 514 357 86 519 503 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1837 1728 1777 1585 1728 1777 1725 Q Serve(g_s), s 6.6 7.4 7.5 12.0 13.9 14.0 9.0 14.5 21.4 3.0 36.1 36.1 Cycle Q Clear(g_c), s 6.6 7.4 7.5 12.0 13.9 14.0 9.0 14.5 21.4 3.0 36.1 36.1 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 248 1544 1413 332 815 842 249 1120 652 210 533 517 V/C Ratio(X) 0.75 0.22 0.22 1.47 0.37 0.37 1.15 0.46 0.55 0.41 0.97 0.97 Avail Cap(c_a), veh/h 304 1544 1413 332 815 842 249 1120 652 263 533 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.9 22.1 17.1 56.5 22.1 22.1 58.0 34.3 28.0 56.5 43.2 43.2 Incr Delay (d2), s/veh 7.9 0.3 0.3 227.7 1.3 1.3 104.9 1.4 3.3 1.3 32.8 33.4 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 3.2 3.2 2.5 15.7 6.1 6.3 7.6 6.5 8.7 1.3 20.5 20.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.8 22.4 17.4 284.2 23.4 23.4 162.9 35.6 31.3 57.8 76.1 76.7 LnGrp LOS E C B F C C F D C E E E
Approach Vol, veh/h 827 1106 1158 1108
Approach Delay, s/veh 30.1 138.5 65.8 74.9
Approach LOS C F E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 62.2 16.0 45.3 16.0 65.2 14.1 47.2 Change Period (Y+Rc), s 7.0 7.4 7.0 * 7.8 7.0 7.4 6.5 7.8 Max Green Setting (Gmax), s 12.0 37.8 9.0 * 38 11.0 38.8 9.5 37.0 Max Q Clear Time (g_c+I1), s 14.0 9.5 11.0 38.1 8.6 16.0 5.0 23.4 Green Ext Time (p_c), s 0.0 3.7 0.0 0.0 0.1 3.9 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 80.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 31: Twin Oaks Valley Rd. & Richmar Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 140 17 98 22 7 1 71 474 14 38 1156 219 Future Volume (vph) 140 17 98 22 7 1 71 474 14 38 1156 219 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 1.00 0.98 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1624 1770 1832 1770 3524 1770 3455 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1624 1770 1832 1770 3524 1770 3455 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 152 18 107 24 8 1 77 515 15 41 1257 238 RTOR Reduction (vph) 0 94 0 0 1 0 0 1 0 0 8 0
Lane Group Flow (vph) 152 31 0 24 8 0 77 529 0 41 1487 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) 14.5 14.5 4.7 4.7 7.1 68.9 4.9 66.7 Effective Green, g (s) 14.5 14.5 4.7 4.7 7.1 68.9 4.9 66.7 Actuated g/C Ratio 0.12 0.12 0.04 0.04 0.06 0.59 0.04 0.57 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) 218 200 70 73 106 2066 73 1961
v/s Ratio Prot c0.09 0.02 c0.01 0.00 c0.04 0.15 0.02 c0.43 v/s Ratio Perm
v/c Ratio 0.70 0.16 0.34 0.11 0.73 0.26 0.56 0.76
Uniform Delay, d1 49.4 46.0 54.9 54.4 54.2 11.8 55.2 19.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.3 0.4 2.9 0.7 21.8 0.3 9.5 2.8
Delay (s) 58.7 46.4 57.8 55.1 76.0 12.1 64.8 22.1
Level of Service E D E E E B E C
Approach Delay (s) 53.2 57.1 20.2 23.2
Approach LOS D E C C
Intersection Summary
HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 117.5 Sum of lost time (s) 24.5 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project AM 32: Twin Oaks Valley Rd. & Borden Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 276 224 215 521 88 146 435 111 68 742 238 Future Volume (veh/h) 50 276 224 215 521 88 146 435 111 68 742 238 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 54 300 243 234 566 96 159 473 121 74 807 259 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 96 388 306 217 791 134 159 1391 620 123 1318 588 Arrive On Green 0.05 0.21 0.21 0.12 0.26 0.26 0.09 0.39 0.39 0.07 0.37 0.37 Sat Flow, veh/h 1781 1889 1490 1781 3040 514 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 54 282 261 234 330 332 159 473 121 74 807 259 Grp Sat Flow(s),veh/h/ln 1781 1777 1602 1781 1777 1778 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.0 15.3 15.8 12.4 17.2 17.3 9.1 9.5 5.1 4.1 18.8 12.5 Cycle Q Clear(g_c), s 3.0 15.3 15.8 12.4 17.2 17.3 9.1 9.5 5.1 4.1 18.8 12.5 Prop In Lane 1.00 0.93 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 96 365 329 217 462 463 159 1391 620 123 1318 588 V/C Ratio(X) 0.56 0.77 0.80 1.08 0.71 0.72 1.00 0.34 0.20 0.60 0.61 0.44 Avail Cap(c_a), veh/h 159 593 535 217 633 633 159 1391 620 140 1318 588 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 47.0 38.3 38.5 44.8 34.2 34.3 46.4 21.8 20.4 46.1 26.1 24.1 Incr Delay (d2), s/veh 5.1 3.5 4.4 83.9 2.4 2.5 71.2 0.7 0.7 5.7 2.1 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 6.9 6.5 10.5 7.6 7.7 7.1 4.0 2.0 2.0 8.2 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.2 41.8 42.8 128.6 36.6 36.7 117.6 22.4 21.1 51.8 28.2 26.5 LnGrp LOS D D D F D D F C C D C C
Approach Vol, veh/h 597 896 753 1140
Approach Delay, s/veh 43.2 60.7 42.3 29.4
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 46.0 17.0 27.0 14.0 43.9 11.4 32.6 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 8 * 39 12.4 * 34 * 9.1 * 38 9.1 * 36 Max Q Clear Time (g_c+I1), s 6.1 11.5 14.4 17.8 11.1 20.8 5.0 19.3 Green Ext Time (p_c), s 0.0 3.8 0.0 3.1 0.0 6.2 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 43.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Minus Project AM 33: Barham Dr. & June Way 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 17 473 799 56 15 6
Future Volume (veh/h) 17 473 799 56 15 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 18 514 868 61 16 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 505 1763 1227 547 778 692
Arrive On Green 0.35 0.35 0.35 0.35 0.44 0.44
Sat Flow, veh/h 1168 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 18 514 868 61 16 7
Grp Sat Flow(s),veh/h/ln 584 1702 1777 1585 1781 1585
Q Serve(g_s), s 0.6 3.0 8.7 1.1 0.2 0.1
Cycle Q Clear(g_c), s 9.3 3.0 8.7 1.1 0.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 505 1763 1227 547 778 692
V/C Ratio(X) 0.04 0.29 0.71 0.11 0.02 0.01
Avail Cap(c_a), veh/h 612 2229 1551 692 778 692
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.7 9.8 11.7 9.2 6.6 6.6
Incr Delay (d2), s/veh 0.0 0.1 1.1 0.1 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.9 2.8 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 9.9 12.8 9.3 6.7 6.6
LnGrp LOS B A B A A A
Approach Vol, veh/h 532 929 23
Approach Delay, s/veh 10.1 12.6 6.6
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 18.7 22.5 18.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 11.3 2.2 10.7
Green Ext Time (p_c), s 2.0 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project AM 34: Campus Wy. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 275 238 170 504 17 46 15 24 3 25 32 Future Volume (veh/h) 17 275 238 170 504 17 46 15 24 3 25 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 299 259 185 548 18 50 16 26 3 27 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 55 934 435 259 1131 504 226 250 406 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 641 1042 1781 1870 1585 Grp Volume(v), veh/h 18 299 259 185 548 18 50 0 42 3 27 35 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1777 1585 1728 0 1683 1781 1870 1585 Q Serve(g_s), s 1.1 7.4 15.1 5.6 13.2 0.8 1.5 0.0 1.7 0.2 1.0 1.6 Cycle Q Clear(g_c), s 1.1 7.4 15.1 5.6 13.2 0.8 1.5 0.0 1.7 0.2 1.0 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.62 1.00 1.00
Lane Grp Cap(c), veh/h 55 934 435 259 1131 504 226 0 656 14 615 521 V/C Ratio(X) 0.33 0.32 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 1131 504 292 0 656 167 615 521 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 50.5 30.7 33.5 48.1 29.2 25.0 47.2 0.0 20.3 52.4 24.3 24.5 Incr Delay (d2), s/veh 3.4 0.9 5.9 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 0.5 3.2 6.5 2.6 5.8 0.3 0.6 0.0 0.7 0.1 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 31.6 39.4 54.3 30.7 25.1 47.7 0.0 20.5 59.6 24.4 24.8 LnGrp LOS D C D D C C D A C E C C
Approach Vol, veh/h 576 751 92 65
Approach Delay, s/veh 35.8 36.4 35.3 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 9.8 40.7 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 17.1 3.5 3.6 3.1 15.2 2.2 3.7 Green Ext Time (p_c), s 0.1 2.9 0.0 0.2 0.0 3.3 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2050 Without Project AM 35: La Moree Rd. & Barham Dr. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 189 109 352 507 15 183 5 110 12 1 3 Future Volume (vph) 9 189 109 352 507 15 183 5 110 12 1 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.96 Satd. Flow (prot) 1770 3539 1583 1770 3524 1681 1689 1583 1751 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3524 1681 1689 1583 1818 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 10 205 118 383 551 16 199 5 120 13 1 3
RTOR Reduction (vph) 0 0 73 0 1 0 0 0 105 0 3 0
Lane Group Flow (vph) 10 205 45 383 566 0 101 103 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) 1.2 33.5 33.5 20.2 53.5 10.7 10.7 10.7 2.7 Effective Green, g (s) 1.2 33.5 33.5 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) 24 1345 601 405 2140 204 205 192 55
v/s Ratio Prot 0.01 0.06 c0.22 c0.16 0.06 c0.06
v/s Ratio Perm 0.03 0.01 c0.01
v/c Ratio 0.42 0.15 0.07 0.95 0.26 0.50 0.50 0.08 0.26
Uniform Delay, d1 43.1 18.0 17.4 33.4 8.1 36.2 36.2 34.3 41.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 0.2 0.2 30.9 0.3 1.9 1.9 0.2 2.5 Delay (s) 54.4 18.2 17.7 64.3 8.4 38.1 38.1 34.5 44.2
Level of Service D B B E A D D C D
Approach Delay (s) 19.1 30.9 36.8 44.2
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 88.1 Sum of lost time (s) 21.0 Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 264 71 796 83 445 41
Future Volume (veh/h) 264 71 796 83 445 41
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 287 77 865 90 484 45
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 360 2118 1936 201 506 450
Arrive On Green 0.60 0.60 0.60 0.60 0.28 0.28
Sat Flow, veh/h 588 3647 3342 338 1781 1585
Grp Volume(v), veh/h 287 77 473 482 484 45
Grp Sat Flow(s),veh/h/ln 588 1777 1777 1810 1781 1585
Q Serve(g_s), s 33.7 0.7 11.0 11.0 20.0 1.6
Cycle Q Clear(g_c), s 44.7 0.7 11.0 11.0 20.0 1.6
Prop In Lane 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 360 2118 1059 1078 506 450
V/C Ratio(X) 0.80 0.04 0.45 0.45 0.96 0.10
Avail Cap(c_a), veh/h 360 2118 1059 1078 506 450
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 22.0 6.3 8.3 8.3 26.4 19.8
Incr Delay (d2), s/veh 11.8 0.0 0.3 0.3 30.6 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 6.0 0.2 3.6 3.7 12.3 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 6.3 8.6 8.6 57.0 20.2
LnGrp LOS C A A A E C
Approach Vol, veh/h 364 955 529
Approach Delay, s/veh 28.0 8.6 53.9
Approach LOS C A D
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 49.2 25.8 49.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.7 21.3 44.7
Max Q Clear Time (g_c+I1), s 46.7 22.0 13.0
Green Ext Time (p_c), s 0.0 0.0 7.3
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 317 198 298 287 90 562
Future Volume (veh/h) 317 198 298 287 90 562
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 345 215 324 312 98 611
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 534 476 2677 1194 98 3269
Arrive On Green 0.30 0.30 0.75 0.75 0.06 0.92
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 345 215 324 312 98 611
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 10.1 6.6 1.5 3.6 3.3 1.0
Cycle Q Clear(g_c), s 10.1 6.6 1.5 3.6 3.3 1.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 534 476 2677 1194 98 3269
V/C Ratio(X) 0.65 0.45 0.12 0.26 1.00 0.19
Avail Cap(c_a), veh/h 534 476 2677 1194 98 3269
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 18.2 17.0 2.0 2.3 28.3 0.2
Incr Delay (d2), s/veh 5.9 3.1 0.1 0.5 91.0 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 4.6 2.6 0.3 0.6 3.8 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.1 20.1 2.1 2.8 119.4 0.4
LnGrp LOS C C A A F A
Approach Vol, veh/h 560 636 709
Approach Delay, s/veh 22.6 2.4 16.8
Approach LOS C A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.0 53.0 25.0 63.0
Change Period (Y+Rc), s 6.7 * 7 * 7 * 7
Max Green Setting (Gmax), s 3.3 * 19 * 18 * 28
Max Q Clear Time (g_c+I1), s 5.3 5.6 12.1 3.0
Green Ext Time (p_c), s 0.0 2.7 1.0 4.4
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project AM 38: La Moree Rd. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 343 44 118 406 95 85
Future Volume (veh/h) 343 44 118 406 95 85
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 373 48 128 441 103 92
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 1210 155 171 1996 450 400
Arrive On Green 0.38 0.38 0.10 0.56 0.25 0.25
Sat Flow, veh/h 3263 405 1781 3647 1781 1585
Grp Volume(v), veh/h 208 213 128 441 103 92
Grp Sat Flow(s),veh/h/ln 1777 1797 1781 1777 1781 1585
Q Serve(g_s), s 5.4 5.5 4.6 4.1 3.0 3.0
Cycle Q Clear(g_c), s 5.4 5.5 4.6 4.1 3.0 3.0
Prop In Lane 0.23 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 679 686 171 1996 450 400
V/C Ratio(X) 0.31 0.31 0.75 0.22 0.23 0.23
Avail Cap(c_a), veh/h 679 686 287 2228 450 400
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.2 14.2 28.9 7.2 19.5 19.5
Incr Delay (d2), s/veh 1.2 1.2 6.3 0.1 1.2 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 2.3 2.2 1.3 1.3 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.4 15.4 35.3 7.3 20.7 20.8
LnGrp LOS B B D A C C
Approach Vol, veh/h 421 569 195
Approach Delay, s/veh 15.4 13.6 20.7
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.8 31.4 43.2 22.5
Change Period (Y+Rc), s 5.5 6.3 6.3 5.9
Max Green Setting (Gmax), s 10.6 25.1 41.2 16.6
Max Q Clear Time (g_c+I1), s 6.6 7.5 6.1 5.0
Green Ext Time (p_c), s 0.1 2.3 3.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 1656 1057 172 1106 46 427 14 81 62 8 41 Future Volume (veh/h) 69 1656 1057 172 1106 46 427 14 81 62 8 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 75 1800 0 187 1202 50 421 75 88 67 9 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 220 2452 172 2513 104 392 155 182 238 42 208 Arrive On Green 0.06 0.69 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 3477 145 3563 784 920 3456 271 1355 Grp Volume(v), veh/h 75 1800 0 187 614 638 421 0 163 67 0 54 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1844 1781 0 1705 1728 0 1626 Q Serve(g_s), s 3.1 47.7 0.0 14.5 21.9 22.0 16.5 0.0 12.7 2.8 0.0 4.4 Cycle Q Clear(g_c), s 3.1 47.7 0.0 14.5 21.9 22.0 16.5 0.0 12.7 2.8 0.0 4.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.54 1.00 0.83
Lane Grp Cap(c), veh/h 220 2452 172 1285 1333 392 0 337 238 0 249 V/C Ratio(X) 0.34 0.73 1.09 0.48 0.48 1.07 0.00 0.48 0.28 0.00 0.22 Avail Cap(c_a), veh/h 230 2452 172 1285 1333 392 0 337 253 0 249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.2 14.6 0.0 67.8 8.8 8.8 66.8 0.0 53.4 66.3 0.0 55.6 Incr Delay (d2), s/veh 0.9 2.0 0.0 93.4 1.3 1.2 66.7 0.0 4.9 0.6 0.0 2.0 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 1.4 19.0 0.0 11.1 8.6 8.9 11.2 0.0 6.0 1.2 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 16.6 0.0 161.1 10.1 10.0 133.5 0.0 58.3 67.0 0.0 57.6 LnGrp LOS E B F B B F A E E A E
Approach Vol, veh/h 1875 A 1439 584 121
Approach Delay, s/veh 18.7 29.7 112.5 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 21.0 111.5 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 14.5 * 71 11.0 28.5 10.0 74.5 16.5 * 23 Max Q Clear Time (g_c+I1), s 16.5 49.7 4.8 14.7 5.1 24.0 18.5 6.4 Green Ext Time (p_c), s 0.0 14.5 0.1 0.7 0.1 12.0 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 37.6
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 2050 Without Project PM
2: La Sombre Dr. & Discovery St. 04/27/2022
HCM 6th TWSC Synchro 10 Report

Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 561 58 18 1099 62
Future Vol, veh/h 0 561 58 18 1099 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 0 610 63 20 1195 67
Major/Minor Minor2 Major2
Conflicting Flow All 2457 67 0 0
Stage 1 2457 - - -
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 ~ 31 997 - -
Stage 1 ~ 61 - - -
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 8.9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 997 - -
HCM Lane V/C Ratio 0.083 - -
HCM Control Delay (s) 8.9 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary 2050 Without Project PM 3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 1062 11 41 562 254 18 92 90 474 97 89 Future Volume (veh/h) 44 1062 11 41 562 254 18 92 90 474 97 89 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 1154 12 45 611 276 20 100 98 515 105 97 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 1615 17 96 1062 479 39 169 143 608 219 202 Arrive On Green 0.06 0.45 0.45 0.05 0.45 0.45 0.02 0.09 0.09 0.18 0.24 0.24 Sat Flow, veh/h 1781 3603 37 1781 2380 1074 1781 1870 1585 3456 895 827 Grp Volume(v), veh/h 48 569 597 45 456 431 20 100 98 515 0 202 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1677 1781 1870 1585 1728 0 1722 Q Serve(g_s), s 2.2 22.0 22.0 2.1 16.2 16.2 0.9 4.4 5.1 12.2 0.0 8.5 Cycle Q Clear(g_c), s 2.2 22.0 22.0 2.1 16.2 16.2 0.9 4.4 5.1 12.2 0.0 8.5 Prop In Lane 1.00 0.02 1.00 0.64 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 100 796 835 96 793 748 39 169 143 608 0 420 V/C Ratio(X) 0.48 0.71 0.71 0.47 0.58 0.58 0.51 0.59 0.68 0.85 0.00 0.48 Avail Cap(c_a), veh/h 147 796 835 147 793 748 116 400 339 714 0 622 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 38.8 19.0 19.0 38.9 17.5 17.5 41.0 37.0 37.3 33.8 0.0 27.4 Incr Delay (d2), s/veh 3.6 5.4 5.2 3.5 3.0 3.2 9.7 3.3 5.7 8.2 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 9.7 10.1 1.0 6.9 6.5 0.5 2.1 2.2 5.7 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.4 24.4 24.2 42.4 20.5 20.7 50.6 40.3 43.0 42.0 0.0 28.3 LnGrp LOS D C C D C C D D D D A C
Approach Vol, veh/h 1214 932 218 717
Approach Delay, s/veh 25.0 21.6 42.5 38.1
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.2 43.4 6.4 25.8 9.3 43.2 19.4 12.8 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 37.8 5.5 * 31 7.0 37.8 17.5 18.1 Max Q Clear Time (g_c+I1), s 4.1 24.0 2.9 10.5 4.2 18.2 14.2 7.1 Green Ext Time (p_c), s 0.0 6.6 0.0 1.1 0.0 5.9 0.7 0.6 Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 4: Discovery St. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 147 1391 738 248 318 114
Future Volume (veh/h) 147 1391 738 248 318 114
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1900 1900
Adj Flow Rate, veh/h 160 1512 802 270 346 124
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 306 2132 1566 527 381 136
Arrive On Green 0.60 0.60 0.60 0.60 0.30 0.30
Sat Flow, veh/h 526 3647 2704 878 1287 461
Grp Volume(v), veh/h 160 1512 546 526 471 0
Grp Sat Flow(s),veh/h/ln 526 1777 1777 1712 1753 0
Q Serve(g_s), s 21.7 25.5 15.3 15.3 22.3 0.0
Cycle Q Clear(g_c), s 37.0 25.5 15.3 15.3 22.3 0.0
Prop In Lane 1.00 0.51 0.73 0.26
Lane Grp Cap(c), veh/h 306 2132 1066 1027 518 0
V/C Ratio(X) 0.52 0.71 0.51 0.51 0.91 0.00
Avail Cap(c_a), veh/h 342 2375 1187 1144 682 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 20.6 12.0 9.9 9.9 29.2 0.0
Incr Delay (d2), s/veh 1.4 0.9 0.4 0.4 13.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 9.1 5.4 5.2 10.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 12.9 10.3 10.3 42.7 0.0
LnGrp LOS C B B B D A
Approach Vol, veh/h 1672 1072 471
Approach Delay, s/veh 13.7 10.3 42.7
Approach LOS B B D
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 56.1 29.9 56.1
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 33.5 57.5
Max Q Clear Time (g_c+I1), s 39.0 24.3 17.3
Green Ext Time (p_c), s 12.6 1.2 9.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
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 2050 Without Project PM 5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 194 48 366 179 28 410
Future Volume (veh/h) 194 48 366 179 28 410
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 211 52 398 195 30 446
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 287 71 566 277 159 840
Arrive On Green 0.20 0.20 0.48 0.48 0.48 0.48
Sat Flow, veh/h 1412 348 1185 581 48 1761
Grp Volume(v), veh/h 264 0 0 593 476 0
Grp Sat Flow(s),veh/h/ln 1767 0 0 1766 1809 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 5.0 0.0
Prop In Lane 0.80 0.20 0.33 0.06
Lane Grp Cap(c), veh/h 359 0 0 843 999 0
V/C Ratio(X) 0.73 0.00 0.00 0.70 0.48 0.00
Avail Cap(c_a), veh/h 1128 0 0 1754 1893 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 10.5 0.0 0.0 5.8 5.2 0.0
Incr Delay (d2), s/veh 2.9 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 13.4 0.0 0.0 6.9 5.5 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 264 593 476
Approach Delay, s/veh 13.4 6.9 5.5
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 17.9 17.9 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 9.4 7.0 5.9
Green Ext Time (p_c), s 4.0 3.1 0.6
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 2050 Without Project PM 6: Via Vera Cruz & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 1049 103 173 1112 153 69 195 33 156 458 34 Future Volume (veh/h) 77 1049 103 173 1112 153 69 195 33 156 458 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 112 188 1209 166 75 212 36 170 498 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 1322 590 214 1359 186 96 634 106 192 880 65 Arrive On Green 0.06 0.37 0.37 0.12 0.43 0.43 0.05 0.21 0.21 0.11 0.26 0.26 Sat Flow, veh/h 1781 3554 1585 1781 3140 429 1781 3046 509 1781 3354 249 Grp Volume(v), veh/h 84 1140 112 188 682 693 75 122 126 170 263 272 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1793 1781 1777 1779 1781 1777 1826 Q Serve(g_s), s 5.8 37.1 6.0 13.0 44.2 44.7 5.2 7.3 7.5 11.8 16.0 16.1 Cycle Q Clear(g_c), s 5.8 37.1 6.0 13.0 44.2 44.7 5.2 7.3 7.5 11.8 16.0 16.1 Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.29 1.00 0.14
Lane Grp Cap(c), veh/h 105 1322 590 214 769 776 96 370 370 192 466 479 V/C Ratio(X) 0.80 0.86 0.19 0.88 0.89 0.89 0.78 0.33 0.34 0.88 0.56 0.57 Avail Cap(c_a), veh/h 107 1322 590 221 769 776 168 370 370 192 466 479 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 58.1 36.3 26.5 54.1 32.6 32.8 58.4 42.1 42.2 55.0 39.9 40.0 Incr Delay (d2), s/veh 32.8 7.6 0.7 30.4 14.3 14.8 13.0 2.4 2.5 34.9 4.9 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 17.3 2.4 7.6 21.6 22.2 2.7 3.5 3.6 7.1 7.7 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.8 43.9 27.2 84.5 46.9 47.6 71.4 44.5 44.7 89.9 44.8 44.8 LnGrp LOS F D C F D D E D D F D D
Approach Vol, veh/h 1336 1563 323 705
Approach Delay, s/veh 45.4 51.7 50.8 55.7
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.5 53.0 11.2 39.3 13.9 60.6 18.0 32.5 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 15.5 46.0 11.8 27.7 7.5 54.0 13.5 26.0 Max Q Clear Time (g_c+I1), s 15.0 39.1 7.2 18.1 7.8 46.7 13.8 9.5 Green Ext Time (p_c), s 0.0 4.4 0.1 2.2 0.0 4.9 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.2
HCM 6th LOS D
HCM 6th Signalized Intersection Summary 2050 Without Project PM 7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 1408 55 145 955 80 78 159 213 123 219 49 Future Volume (veh/h) 43 1408 55 145 955 80 78 159 213 123 219 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 47 1530 60 158 1038 87 85 173 100 134 238 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 61 1634 64 148 1840 821 106 374 317 157 339 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 3486 136 1781 3554 1585 1781 1870 1585 1781 1481 330 Grp Volume(v), veh/h 47 778 812 158 1038 87 85 173 100 134 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 3.9 62.0 62.6 12.5 29.9 4.2 7.1 12.2 8.1 11.1 0.0 22.2 Cycle Q Clear(g_c), s 3.9 62.0 62.6 12.5 29.9 4.2 7.1 12.2 8.1 11.1 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 61 833 865 148 1840 821 106 374 317 157 0 414 V/C Ratio(X) 0.77 0.93 0.94 1.06 0.56 0.11 0.80 0.46 0.32 0.86 0.00 0.70 Avail Cap(c_a), veh/h 137 833 865 148 1840 821 203 374 317 208 0 414 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 37.7 37.8 68.8 24.6 18.5 69.7 52.9 51.2 67.5 0.0 53.2 Incr Delay (d2), s/veh 17.9 18.7 18.9 92.1 1.3 0.3 13.1 4.1 2.6 22.4 0.0 9.6 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 2.1 31.0 32.5 9.5 12.9 1.6 3.6 6.2 3.5 6.1 0.0 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.8 56.4 56.7 160.8 25.9 18.7 82.8 57.0 53.8 89.8 0.0 62.8 LnGrp LOS F E E F C B F E D F A E
Approach Vol, veh/h 1637 1283 358 425
Approach Delay, s/veh 57.5 42.0 62.2 71.3
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 76.3 13.4 41.3 11.7 83.6 17.7 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 66.0 17.1 * 31 11.5 67.0 17.5 30.0 Max Q Clear Time (g_c+I1), s 14.5 64.6 9.1 24.2 5.9 31.9 13.1 14.2 Green Ext Time (p_c), s 0.0 1.2 0.1 0.9 0.0 9.7 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 54.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 1512 137 470 1247 173 131 127 297 730 235 28 Future Volume (veh/h) 29 1512 137 470 1247 173 131 127 297 730 235 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 19 511 1355 188 142 138 181 793 255 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 44 1865 22 583 2161 1060 230 224 458 849 1052 33 Arrive On Green 0.02 0.28 0.28 0.17 0.42 0.42 0.07 0.12 0.12 0.25 0.30 0.30 Sat Flow, veh/h 1781 6606 76 3456 5106 1585 3456 1870 1585 3456 3517 110 Grp Volume(v), veh/h 32 1200 462 511 1355 188 142 138 181 793 128 135 Grp Sat Flow(s),veh/h/ln 1781 1609 1857 1728 1702 1585 1728 1870 1585 1728 1777 1851 Q Serve(g_s), s 2.7 35.6 35.6 21.6 31.3 6.7 6.0 10.5 13.8 33.7 8.2 8.2 Cycle Q Clear(g_c), s 2.7 35.6 35.6 21.6 31.3 6.7 6.0 10.5 13.8 33.7 8.2 8.2 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 44 1363 524 583 2161 1060 230 224 458 849 531 553 V/C Ratio(X) 0.73 0.88 0.88 0.88 0.63 0.18 0.62 0.61 0.40 0.93 0.24 0.24 Avail Cap(c_a), veh/h 59 1363 524 887 2161 1060 346 224 458 898 531 553 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 72.7 51.4 51.4 60.8 34.0 9.3 68.2 62.7 42.8 55.4 39.7 39.7 Incr Delay (d2), s/veh 25.7 8.4 18.8 6.6 1.4 0.4 2.7 12.0 2.5 16.0 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 15.5 19.4 10.0 13.3 0.1 2.8 5.8 5.8 16.6 3.8 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.3 59.8 70.2 67.4 35.3 9.7 70.9 74.7 45.4 71.4 40.8 40.8 LnGrp LOS F E E E D A E E D E D D
Approach Vol, veh/h 1694 2054 461 1056
Approach Delay, s/veh 63.4 41.0 62.0 63.8
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.8 49.4 17.0 51.9 10.7 70.5 43.8 25.0 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 38.5 27.0 15.0 42.0 5.0 * 61 39.0 18.0 Max Q Clear Time (g_c+I1), s 23.6 37.6 8.0 10.2 4.7 33.3 35.7 15.8 Green Ext Time (p_c), s 1.7 0.0 0.2 1.6 0.0 12.7 1.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 9: San Marcos Blvd. & SR-78 EB Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1424 1196 194 2042 0 0 0 0 121 0 72 Future Volume (veh/h) 0 1424 1196 194 2042 0 0 0 0 121 0 72 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 78
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 1291 375 3462 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 78
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 1.9
Cycle Q Clear(g_c), s 0.0 9.9 19.5 2.4 10.4 0.0 1.5 0.0 1.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2362 1291 375 3462 0 375 0 172 V/C Ratio(X) 0.00 0.66 1.01 0.56 0.64 0.00 0.35 0.00 0.45 Avail Cap(c_a), veh/h 0 2362 1291 451 3574 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 26.8 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 210
Approach Delay, s/veh 22.5 5.5 18.5
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 3.9 12.4
Green Ext Time (p_c), s 0.1 0.0 0.2 14.1
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 10: SR-78 WB Ramps/Knoll Rd. & San Marcos Blvd. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 319 909 141 0 1004 116 920 278 47 130 0 458 Future Volume (veh/h) 319 909 141 0 1004 116 920 278 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 347 988 0 0 1091 126 1000 302 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 406 1424 0 1203 373 1071 1093 182 174 0 0
Arrive On Green 0.12 0.40 0.00 0.00 0.24 0.24 0.31 0.36 0.36 0.10 0.00 0.00 Sat Flow, veh/h 3456 3554 1585 0 5274 1585 3456 3047 509 1781 141 Grp Volume(v), veh/h 347 988 0 0 1091 126 1000 175 178 141 51.3 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 0 1702 1585 1728 1777 1779 1781 D Q Serve(g_s), s 9.3 21.8 0.0 0.0 19.6 6.2 26.6 6.6 6.8 7.3 Cycle Q Clear(g_c), s 9.3 21.8 0.0 0.0 19.6 6.2 26.6 6.6 6.8 7.3 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 406 1424 0 1203 373 1071 637 638 174 V/C Ratio(X) 0.85 0.69 0.00 0.91 0.34 0.93 0.27 0.28 0.81 Avail Cap(c_a), veh/h 406 1433 0 1216 377 1101 637 638 273 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 40.9 23.5 0.0 0.0 35.1 30.0 31.7 21.6 21.6 41.8 Incr Delay (d2), s/veh 16.2 1.5 0.0 0.0 9.9 0.5 13.8 1.1 1.1 9.5 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 %ile BackOfQ(50%),veh/ln 4.8 9.1 0.0 0.0 9.1 0.1 12.8 2.9 3.0 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 25.0 0.0 0.0 45.0 30.5 45.5 22.6 22.7 51.3 LnGrp LOS E C A D C D C C D
Approach Vol, veh/h 1335 A 1217 1353
Approach Delay, s/veh 33.3 43.5 39.5
Approach LOS C D D
Timer - Assigned Phs 1 2 4 5 7 8
Phs Duration (G+Y+Rc), s 13.7 38.4 42.4 33.8 15.6 26.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 33.9 38.1 30.1 11.1 22.5 Max Q Clear Time (g_c+I1), s 9.3 8.8 23.8 28.6 11.3 21.6 Green Ext Time (p_c), s 0.1 2.1 6.1 0.7 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 39.1
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th TWSC 2050 Without Project PM
11: San Marcos Blvd. & Westlake Dr. 04/27/2022
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 76 1223 922 64 11 47
Future Vol, veh/h 76 1223 922 64 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 83 1329 1002 70 12 51
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1072 0 - 0 1868 536
Stage 1 - - - - 1037 -
Stage 2 - - - - 831 -
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 646 - - - 64 489
Stage 1 - - - - 303 -
Stage 2 - - - - 388 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 646 - - - 56 489
Mov Cap-2 Maneuver - - - - 56 -
Stage 1 - - - - 264 -
Stage 2 - - - - 388 -
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) 646 - - - 198
HCM Lane V/C Ratio 0.128 - - - 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 2050 Without Project PM 12: San Marcos Blvd. & Pico Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 129 1136 42 0 852 169 8 9 4 219 11 105 Future Volume (vph) 129 1136 42 0 852 169 8 9 4 219 11 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1583 1820 1583 1778 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.29 1.00 0.72 1.00 Satd. Flow (perm) 1770 3539 1583 3539 1583 536 1583 1346 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) 140 1235 46 0 926 184 9 10 4 238 12 114 RTOR Reduction (vph) 0 0 24 0 0 114 0 0 3 0 0 86
Lane Group Flow (vph) 140 1235 22 0 926 70 0 19 1 0 250 28 Turn Type Prot NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 6 3 4
Permitted Phases 2 6 3 3 4 4
Actuated Green, G (s) 13.2 61.5 61.5 42.3 42.3 18.0 18.0 31.5 31.5 Effective Green, g (s) 13.2 61.5 61.5 42.3 42.3 18.0 18.0 31.5 31.5 Actuated g/C Ratio 0.10 0.47 0.47 0.33 0.33 0.14 0.14 0.24 0.24 Clearance Time (s) 6.0 5.9 5.9 5.9 5.9 6.6 6.6 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 179 1674 748 1151 515 74 219 326 383 v/s Ratio Prot 0.08 c0.35 c0.26
v/s Ratio Perm 0.01 0.04 c0.04 0.00 c0.19 0.02
v/c Ratio 0.78 0.74 0.03 0.80 0.14 0.26 0.00 0.77 0.07
Uniform Delay, d1 57.0 27.7 18.3 40.1 31.0 50.0 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 19.6 3.0 0.1 6.0 0.5 8.2 0.0 15.8 0.4 Delay (s) 76.6 30.7 18.4 46.1 31.5 58.2 48.3 61.6 38.3
Level of Service E C B D C E D E D
Approach Delay (s) 34.8 43.7 56.5 54.3
Approach LOS C D E D
Intersection Summary
HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 1077 639 17 379 729 45
Future Volume (veh/h) 1077 639 17 379 729 45
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 1171 695 18 412 792 49
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 1057 578 72 1695 771 686
Arrive On Green 0.48 0.48 0.48 0.48 0.43 0.43
Sat Flow, veh/h 2310 1212 245 3647 1781 1585
Grp Volume(v), veh/h 919 947 18 412 792 49
Grp Sat Flow(s),veh/h/ln 1777 1652 245 1777 1781 1585
Q Serve(g_s), s 47.7 47.7 0.0 6.9 43.3 1.8
Cycle Q Clear(g_c), s 47.7 47.7 47.7 6.9 43.3 1.8
Prop In Lane 0.73 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 848 788 72 1695 771 686
V/C Ratio(X) 1.08 1.20 0.25 0.24 1.03 0.07
Avail Cap(c_a), veh/h 848 788 72 1695 771 686
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.1 26.2 50.0 15.5 28.3 16.6
Incr Delay (d2), s/veh 56.2 102.9 1.8 0.1 39.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 32.1 40.1 0.5 2.7 25.9 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.3 129.1 51.8 15.5 67.8 16.8
LnGrp LOS F F D B F B
Approach Vol, veh/h 1866 430 841
Approach Delay, s/veh 106.1 17.1 64.8
Approach LOS F B E
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 47.8 52.2 52.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.3 47.7 47.7
Max Q Clear Time (g_c+I1), s 45.3 49.7 49.7
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 82.8
HCM 6th LOS F
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 37 1287 63 21 234 124 7 4 26 172 21 29 Future Volume (veh/h) 37 1287 63 21 234 124 7 4 26 172 21 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 1399 68 23 254 135 8 4 28 187 23 32 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 68 1823 88 46 1170 602 110 73 288 463 183 254 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 3450 167 1781 2269 1168 193 285 1116 1377 708 985 Grp Volume(v), veh/h 40 719 748 23 197 192 40 0 0 187 0 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1840 1781 1777 1660 1595 0 0 1377 0 1693 Q Serve(g_s), s 1.6 23.0 23.2 0.9 4.3 4.5 0.0 0.0 0.0 6.6 0.0 1.8 Cycle Q Clear(g_c), s 1.6 23.0 23.2 0.9 4.3 4.5 1.3 0.0 0.0 7.9 0.0 1.8 Prop In Lane 1.00 0.09 1.00 0.70 0.20 0.70 1.00 0.58
Lane Grp Cap(c), veh/h 68 939 972 46 916 856 471 0 0 463 0 437 V/C Ratio(X) 0.59 0.77 0.77 0.50 0.22 0.22 0.08 0.00 0.00 0.40 0.00 0.13 Avail Cap(c_a), veh/h 151 939 972 127 916 856 471 0 0 463 0 437 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 13.4 13.4 34.5 9.5 9.5 20.2 0.0 0.0 22.6 0.0 20.4 Incr Delay (d2), s/veh 7.8 5.9 5.8 8.3 0.5 0.6 0.4 0.0 0.0 2.6 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 9.4 9.8 0.5 1.6 1.6 0.5 0.0 0.0 2.9 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 19.3 19.3 42.8 10.0 10.1 20.6 0.0 0.0 25.2 0.0 21.0 LnGrp LOS D B B D B B C A A C A C
Approach Vol, veh/h 1507 412 40 242
Approach Delay, s/veh 19.9 11.9 20.6 24.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 42.4 23.0 7.2 41.5 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 25.2 3.3 3.6 6.5 9.9
Green Ext Time (p_c), s 0.0 8.0 0.1 0.0 2.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 15: Discovery St. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1293 21 64 414 0 7 0 28 0 0 0
Future Volume (veh/h) 0 1293 21 64 414 0 7 0 28 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1405 -140 70 450 0 8 0 30 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 3 1486 0 101 1949 0 135 38 380 117 570 483
Arrive On Green 0.00 0.42 0.00 0.06 0.55 0.00 0.30 0.00 0.30 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3647 0 209 123 1247 1380 1870 1585 Grp Volume(v), veh/h 0 1265 0 70 450 0 38 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 0 1579 0 0 1380 1870 1585 Q Serve(g_s), s 0.0 19.7 0.0 2.4 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 19.7 0.0 2.4 4.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.21 0.79 1.00 1.00
Lane Grp Cap(c), veh/h 3 1486 0 101 1949 0 553 0 0 117 570 483 V/C Ratio(X) 0.00 0.85 0.00 0.69 0.23 0.00 0.07 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 145 1594 0 154 1949 0 553 0 0 117 570 483 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 16.1 0.0 28.4 7.2 0.0 15.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.4 0.0 8.2 0.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.8 0.0 1.2 1.3 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.5 0.0 36.6 7.2 0.0 15.4 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A C A D A A B A A A A A
Approach Vol, veh/h 1265 520 38 0
Approach Delay, s/veh 20.5 11.2 15.4 0.0
Approach LOS C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.2 8.0 30.1 23.2 0.0 38.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.7 5.3 27.5 18.7 5.0 27.8 Max Q Clear Time (g_c+I1), s 3.0 4.4 21.7 0.0 0.0 6.0
Green Ext Time (p_c), s 0.1 0.0 3.9 0.0 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 16: Rush Dr. & Discovery St. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1206 113 171 366 111 218
Future Volume (veh/h) 1206 113 171 366 111 218
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 1311 123 186 398 121 128
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 1695 159 319 2482 217 339
Arrive On Green 0.52 0.52 0.09 0.70 0.12 0.12
Sat Flow, veh/h 3378 307 3456 3647 1781 1585
Grp Volume(v), veh/h 707 727 186 398 121 128
Grp Sat Flow(s),veh/h/ln 1777 1815 1728 1777 1781 1585
Q Serve(g_s), s 16.0 16.2 2.6 1.9 3.2 3.5
Cycle Q Clear(g_c), s 16.0 16.2 2.6 1.9 3.2 3.5
Prop In Lane 0.17 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 917 937 319 2482 217 339
V/C Ratio(X) 0.77 0.78 0.58 0.16 0.56 0.38
Avail Cap(c_a), veh/h 1083 1106 380 2875 729 795
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.7 9.8 21.8 2.6 20.7 16.8
Incr Delay (d2), s/veh 2.9 3.0 1.7 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 5.3 5.4 1.0 0.3 1.3 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.7 12.8 23.5 2.6 22.9 17.5
LnGrp LOS B B C A C B
Approach Vol, veh/h 1434 584 249
Approach Delay, s/veh 12.7 9.2 20.1
Approach LOS B A C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.6 9.1 30.3 39.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 5.5 30.5 40.5
Max Q Clear Time (g_c+I1), s 5.5 4.6 18.2 3.9
Green Ext Time (p_c), s 0.6 0.1 7.7 2.9
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 17: Discovery St. & Street A 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1277 148 147 394 0 144 0 143 0 0 0 Future Volume (veh/h) 0 1277 148 147 394 0 144 0 143 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1388 161 160 428 0 157 0 155 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 1 1750 202 187 2437 1087 223 3 181 0 454 0
Arrive On Green 0.00 0.54 0.54 0.11 0.69 0.00 0.24 0.00 0.24 0.00 0.00 0.00 Sat Flow, veh/h 1781 3211 370 1781 3554 1585 741 14 745 0 1870 0 Grp Volume(v), veh/h 0 764 785 160 428 0 312 0 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1804 1781 1777 1585 1500 0 0 0 1870 0 Q Serve(g_s), s 0.0 43.1 44.1 11.1 5.4 0.0 24.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 43.1 44.1 11.1 5.4 0.0 25.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.21 1.00 1.00 0.50 0.50 0.00 0.00
Lane Grp Cap(c), veh/h 1 968 983 187 2437 1087 407 0 0 0 454 0 V/C Ratio(X) 0.00 0.79 0.80 0.85 0.18 0.00 0.77 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 71 968 983 248 2437 1087 407 0 0 0 454 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 22.8 23.1 55.3 7.1 0.0 45.5 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 6.5 6.8 19.4 0.2 0.0 12.9 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 19.2 20.0 6.0 2.0 0.0 10.7 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.3 29.8 74.7 7.2 0.0 58.4 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A C C E A A E A A A A A
Approach Vol, veh/h 1549 588 312 0
Approach Delay, s/veh 29.6 25.6 58.4 0.0
Approach LOS C C E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.7 73.0 35.0 0.0 90.7 35.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 17.5 68.5 30.5 5.0 81.0 30.5 Max Q Clear Time (g_c+I1), s 13.1 46.1 27.0 0.0 7.4 0.0 Green Ext Time (p_c), s 0.2 12.5 0.6 0.0 3.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 18: Foxhall Dr./Foxhall Ct. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 27 541 68 132 380 9 28 0 45 6 0 6
Future Volume (vph) 27 541 68 132 380 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 3480 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 3480 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) 29 588 74 143 413 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) 29 656 0 143 422 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 0.68 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 8.8 0.2 1.4 0.1 0.1
Delay (s) 267.2 12.8 38.0 7.4 31.5 29.6 33.4
Level of Service F B D A C C C
Approach Delay (s) 23.5 15.1 30.4 33.4
Approach LOS C B C C
Intersection Summary
HCM 2000 Control Delay 20.5 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 2050 Without Project PM 19: Echo Ln. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 558 28 40 469 11 8 0 6 12 0 19
Future Volume (vph) 44 558 28 40 469 11 8 0 6 12 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) 48 607 30 43 510 12 9 0 7 13 0 21
RTOR Reduction (vph) 0 3 0 0 0 9 0 0 5 0 0 15
Lane Group Flow (vph) 48 634 0 43 510 3 0 9 2 13 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 30.1 5.5 29.3 29.3 33.1 33.1 33.1 33.1 Effective Green, g (s) 6.3 30.1 5.5 29.3 29.3 33.1 33.1 33.1 33.1 Actuated g/C Ratio 0.05 0.24 0.04 0.24 0.24 0.27 0.27 0.27 0.27 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.5 5.5 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 174 854 152 837 374 473 423 473 423
v/s Ratio Prot c0.01 c0.18 0.01 0.14 c0.01 c0.01
v/s Ratio Perm 0.00 0.00 0.00
v/c Ratio 0.28 0.74 0.28 0.61 0.01 0.02 0.00 0.03 0.01
Uniform Delay, d1 56.6 43.3 57.2 42.1 36.1 33.4 33.3 33.5 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 5.8 1.0 3.3 0.0 0.1 0.0 0.1 0.1 Delay (s) 57.4 49.1 58.3 45.4 36.2 33.5 33.3 33.6 33.4
Level of Service E D E D D C C C C
Approach Delay (s) 49.6 46.2 33.4 33.5
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 47.5 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 45.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 20: Rush Dr. & Craven Rd. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 415 449 51 40 263 33 14 53 18 16 54 200 Future Volume (vph) 415 449 51 40 263 33 14 53 18 16 54 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.6 5.6 6.6 5.0 5.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.96 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3485 3433 3480 1770 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 3485 3433 3480 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) 451 488 55 43 286 36 15 58 20 17 59 217 RTOR Reduction (vph) 0 5 0 0 7 0 0 12 0 0 0 195
Lane Group Flow (vph) 451 538 0 43 315 0 15 66 0 17 59 22 Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 1 6 8 8 7 7
Permitted Phases 7
Actuated Green, G (s) 31.5 50.4 3.8 22.7 7.5 7.5 9.6 9.6 9.6 Effective Green, g (s) 31.5 50.4 3.8 22.7 7.5 7.5 9.6 9.6 9.6 Actuated g/C Ratio 0.33 0.53 0.04 0.24 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) 590 1858 138 835 140 142 179 189 160 v/s Ratio Prot c0.25 0.15 0.01 c0.09 0.01 c0.04 0.01 c0.03 v/s Ratio Perm 0.01
v/c Ratio 0.76 0.29 0.31 0.38 0.11 0.47 0.09 0.31 0.14
Uniform Delay, d1 28.2 12.2 44.1 30.0 40.4 41.6 38.5 39.4 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 5.9 0.4 1.3 0.3 0.3 2.4 0.2 0.9 0.4 Delay (s) 34.0 12.6 45.4 30.3 40.7 44.0 38.7 40.3 39.1
Level of Service C B D C D D D D D
Approach Delay (s) 22.3 32.1 43.5 39.3
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 94.5 Sum of lost time (s) 23.2 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project PM 21: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2 24 40 1 17 27 893 70 55 817 1 Future Volume (veh/h) 0 2 24 40 1 17 27 893 70 55 817 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 26 43 1 18 29 971 76 60 888 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 9 118 266 2 126 61 1729 135 109 2867 3
Arrive On Green 0.00 0.08 0.08 0.08 0.08 0.08 0.03 0.52 0.52 0.06 0.54 0.54 Sat Flow, veh/h 0 114 1488 1079 25 1585 1781 3339 261 1781 5267 6 Grp Volume(v), veh/h 0 0 28 44 0 18 29 517 530 60 574 315 Grp Sat Flow(s),veh/h/ln 0 0 1603 1104 0 1585 1781 1777 1823 1781 1702 1869 Q Serve(g_s), s 0.0 0.0 0.6 1.2 0.0 0.4 0.6 7.8 7.8 1.3 3.6 3.7 Cycle Q Clear(g_c), s 0.0 0.0 0.6 1.9 0.0 0.4 0.6 7.8 7.8 1.3 3.6 3.7 Prop In Lane 0.00 0.93 0.98 1.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 0 0 127 268 0 126 61 920 944 109 1853 1017 V/C Ratio(X) 0.00 0.00 0.22 0.16 0.00 0.14 0.47 0.56 0.56 0.55 0.31 0.31 Avail Cap(c_a), veh/h 0 0 1400 1372 0 1384 474 920 944 609 1853 1017 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 17.0 17.9 0.0 16.9 18.7 6.5 6.5 18.0 4.9 4.9 Incr Delay (d2), s/veh 0.0 0.0 0.9 0.3 0.0 0.5 5.5 2.5 2.4 4.3 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.2 0.4 0.0 0.1 0.3 2.4 2.4 0.6 0.8 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 17.9 18.2 0.0 17.4 24.2 9.0 8.9 22.3 5.4 5.7 LnGrp LOS A A B B A B C A A C A A
Approach Vol, veh/h 28 62 1076 949
Approach Delay, s/veh 17.9 18.0 9.3 6.6
Approach LOS B B A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.9 25.0 7.6 5.9 26.0 7.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 18.5 34.5 10.5 21.5 34.5 Max Q Clear Time (g_c+I1), s 3.3 9.8 2.6 2.6 5.7 3.9
Green Ext Time (p_c), s 0.1 4.4 0.1 0.0 5.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 8.5
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2050 Without Project PM 22: Village Dr. & Twin Oaks Valley Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 7 4 17 0 137 26 884 21 276 839 50 Future Volume (veh/h) 48 7 4 17 0 137 26 884 21 276 839 50 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 8 4 18 0 149 28 961 23 300 912 54 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 88 157 78 51 0 178 51 1689 40 323 3101 183
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 1176 588 1781 0 1585 1781 3547 85 1781 4931 291 Grp Volume(v), veh/h 52 0 12 18 0 149 28 481 503 300 629 337 Grp Sat Flow(s),veh/h/ln 1781 0 1764 1781 0 1585 1781 1777 1855 1781 1702 1818 Q Serve(g_s), s 4.0 0.0 0.8 1.4 0.0 12.9 2.2 27.2 27.2 23.2 11.8 11.8 Cycle Q Clear(g_c), s 4.0 0.0 0.8 1.4 0.0 12.9 2.2 27.2 27.2 23.2 11.8 11.8 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.05 1.00 0.16
Lane Grp Cap(c), veh/h 88 0 235 51 0 178 51 846 883 323 2141 1143 V/C Ratio(X) 0.59 0.00 0.05 0.35 0.00 0.84 0.55 0.57 0.57 0.93 0.29 0.29 Avail Cap(c_a), veh/h 102 0 479 102 0 430 83 846 883 337 2141 1143 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 66.7 0.0 60.9 67.1 26.3 26.3 56.5 11.8 11.8 Incr Delay (d2), s/veh 6.6 0.0 0.1 4.1 0.0 9.8 9.1 2.8 2.7 31.0 0.3 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 2.0 0.0 0.4 0.7 0.0 5.7 1.1 12.2 12.7 13.2 4.6 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.7 0.0 53.0 70.8 0.0 70.7 76.2 29.1 29.0 87.4 12.2 12.5 LnGrp LOS E A D E A E E C C F B B
Approach Vol, veh/h 64 167 1012 1266
Approach Delay, s/veh 68.2 70.7 30.4 30.1
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.9 73.0 12.9 22.2 10.5 94.3 10.0 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 25.2 29.2 6.0 14.9 4.2 13.8 3.4 2.8 Green Ext Time (p_c), s 0.1 5.3 0.0 0.9 0.0 8.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 33.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project PM 23: Twin Oaks Valley Rd. & Craven Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 111 310 110 117 380 122 747 68 143 788 69 Future Volume (veh/h) 160 111 310 110 117 380 122 747 68 143 788 69 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 174 121 174 120 127 250 133 812 74 155 857 75 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 355 731 326 156 356 302 155 1539 140 273 1507 131 Arrive On Green 0.10 0.21 0.21 0.09 0.19 0.19 0.09 0.32 0.32 0.08 0.32 0.32 Sat Flow, veh/h 3456 3554 1585 1781 1870 1585 1781 4764 432 3456 4782 417 Grp Volume(v), veh/h 174 121 174 120 127 250 133 579 307 155 609 323 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1870 1585 1781 1702 1793 1728 1702 1795 Q Serve(g_s), s 4.1 2.4 8.5 5.7 5.1 13.1 6.4 12.0 12.1 3.7 12.9 13.0 Cycle Q Clear(g_c), s 4.1 2.4 8.5 5.7 5.1 13.1 6.4 12.0 12.1 3.7 12.9 13.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.23
Lane Grp Cap(c), veh/h 355 731 326 156 356 302 155 1099 579 273 1073 566 V/C Ratio(X) 0.49 0.17 0.53 0.77 0.36 0.83 0.86 0.53 0.53 0.57 0.57 0.57 Avail Cap(c_a), veh/h 360 1276 569 165 650 551 155 1099 579 280 1073 566 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 36.6 28.2 30.6 38.5 30.3 33.6 38.9 23.8 23.9 38.3 24.6 24.7 Incr Delay (d2), s/veh 1.1 0.1 1.4 18.7 0.6 5.8 35.5 1.8 3.5 2.5 2.2 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.0 3.3 3.3 2.3 5.4 4.3 4.9 5.5 1.7 5.3 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 28.3 31.9 57.3 30.9 39.3 74.3 25.6 27.3 40.9 26.8 28.8 LnGrp LOS D C C E C D E C C D C C
Approach Vol, veh/h 469 497 1019 1087
Approach Delay, s/veh 33.1 41.5 32.5 29.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.3 34.7 14.0 24.3 14.0 34.0 15.4 22.9 Change Period (Y+Rc), s 6.5 6.8 6.5 6.5 6.5 6.8 6.5 6.5 Max Green Setting (Gmax), s 7.0 27.7 8.0 31.0 7.5 27.2 9.0 30.0 Max Q Clear Time (g_c+I1), s 5.7 14.1 7.7 10.5 8.4 15.0 6.1 15.1 Green Ext Time (p_c), s 0.1 4.9 0.0 1.2 0.0 4.9 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 24: Twin Oaks Valley Rd. & Campus Market Pl. 04/27/2022 HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 99 0 128 11 1 43 207 1441 5 33 837 51 Future Volume (vph) 99 0 128 11 1 43 207 1441 5 33 837 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 6.5 6.3 6.5 6.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 0.91 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 1770 1863 1583 3433 5083 1770 5042 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1583 1770 1863 1583 3433 5083 1770 5042 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) 108 0 139 12 1 47 225 1566 5 36 910 55
RTOR Reduction (vph) 0 0 125 0 0 45 0 0 0 0 3 0
Lane Group Flow (vph) 0 108 14 12 1 2 225 1571 0 36 962 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) 13.6 13.6 5.8 5.8 5.8 19.0 81.6 7.2 69.8 Effective Green, g (s) 13.6 13.6 5.8 5.8 5.8 19.0 81.6 7.2 69.8 Actuated g/C Ratio 0.10 0.10 0.04 0.04 0.04 0.14 0.60 0.05 0.52 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) 178 159 76 80 68 483 3072 94 2606
v/s Ratio Prot c0.06 c0.01 0.00 c0.07 c0.31 0.02 0.19
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.61 0.09 0.16 0.01 0.03 0.47 0.51 0.38 0.37
Uniform Delay, d1 58.1 55.1 62.2 61.9 61.9 53.3 15.3 61.8 19.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 0.2 1.0 0.1 0.2 0.7 0.6 2.6 0.4 Delay (s) 63.9 55.3 63.2 61.9 62.1 54.0 15.9 64.3 19.9
Level of Service E E E E E D B E B
Approach Delay (s) 59.1 62.3 20.7 21.5
Approach LOS E E C C
Intersection Summary
HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 26.8 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project PM 25: Twin Oaks Valley Rd. & Discovery St./Barham Dr. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 454 348 44 236 227 226 8 1241 339 266 904 342 Future Volume (veh/h) 454 348 44 236 227 226 8 1241 339 266 904 342 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 493 378 48 257 247 246 9 1349 368 289 983 372 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 505 1108 138 307 614 286 72 1529 416 306 2302 715 Arrive On Green 0.15 0.24 0.24 0.09 0.18 0.18 0.02 0.38 0.38 0.09 0.45 0.45 Sat Flow, veh/h 3456 4599 572 3456 3404 1585 3456 3993 1086 3456 5106 1585 Grp Volume(v), veh/h 493 278 148 257 247 246 9 1150 567 289 983 372 Grp Sat Flow(s),veh/h/ln 1728 1702 1767 1728 1702 1585 1728 1702 1675 1728 1702 1585 Q Serve(g_s), s 21.3 10.1 10.4 11.0 9.6 22.6 0.4 47.2 47.4 12.5 19.6 25.3 Cycle Q Clear(g_c), s 21.3 10.1 10.4 11.0 9.6 22.6 0.4 47.2 47.4 12.5 19.6 25.3 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.65 1.00 1.00
Lane Grp Cap(c), veh/h 505 820 426 307 614 286 72 1304 641 306 2302 715 V/C Ratio(X) 0.98 0.34 0.35 0.84 0.40 0.86 0.12 0.88 0.88 0.94 0.43 0.52 Avail Cap(c_a), veh/h 505 928 482 392 817 380 230 1304 641 306 2302 715 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 63.8 47.1 47.2 67.3 54.3 59.6 72.1 43.1 43.2 68.0 28.0 29.6 Incr Delay (d2), s/veh 34.1 0.2 0.5 12.0 0.4 14.2 0.8 8.8 16.4 36.6 0.6 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 4.4 4.7 5.4 4.2 10.2 0.2 21.4 22.5 7.1 8.2 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.9 47.3 47.7 79.3 54.8 73.8 72.9 51.9 59.5 104.5 28.6 32.3 LnGrp LOS F D D E D E E D E F C C
Approach Vol, veh/h 919 750 1726 1644
Approach Delay, s/veh 74.5 69.4 54.5 42.8
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.8 65.0 20.3 43.9 10.6 75.1 29.4 34.8 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 13.3 49.0 17.0 40.9 10.0 52.3 21.9 * 36 Max Q Clear Time (g_c+I1), s 14.5 49.4 13.0 12.4 2.4 27.3 23.3 24.6 Green Ext Time (p_c), s 0.0 0.0 0.3 2.9 0.0 9.4 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 56.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 26: Twin Oaks Valley Rd. & North City Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 4 5 15 4 196 5 2516 17 182 1448 22 Future Volume (veh/h) 21 4 5 15 4 196 5 2516 17 182 1448 22 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 23 4 5 16 4 213 5 2735 18 198 1574 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 87 443 198 219 579 258 23 3339 22 278 3791 58 Arrive On Green 0.03 0.12 0.12 0.06 0.16 0.16 0.01 0.50 0.50 0.08 0.58 0.58 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 6644 44 3456 6578 100 Grp Volume(v), veh/h 23 4 5 16 4 213 5 1986 767 198 1155 443 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1609 1862 1728 1609 1852 Q Serve(g_s), s 0.5 0.1 0.2 0.3 0.1 10.2 0.1 27.3 27.4 4.4 10.5 10.5 Cycle Q Clear(g_c), s 0.5 0.1 0.2 0.3 0.1 10.2 0.1 27.3 27.4 4.4 10.5 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.05
Lane Grp Cap(c), veh/h 87 443 198 219 579 258 23 2425 936 278 2781 1068 V/C Ratio(X) 0.27 0.01 0.03 0.07 0.01 0.82 0.22 0.82 0.82 0.71 0.42 0.42 Avail Cap(c_a), veh/h 224 814 363 791 1397 623 224 2425 936 286 2781 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 30.1 30.2 34.6 27.6 31.8 38.8 16.5 16.5 35.3 9.3 9.3 Incr Delay (d2), s/veh 1.6 0.0 0.1 0.1 0.0 6.6 4.8 3.2 7.9 7.9 0.5 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 0.2 0.0 0.1 0.1 0.0 4.3 0.1 9.7 12.4 2.1 3.3 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 30.2 30.3 34.8 27.6 38.4 43.6 19.7 24.5 43.1 9.7 10.5 LnGrp LOS D C C C C D D B C D A B
Approach Vol, veh/h 32 233 2758 1796
Approach Delay, s/veh 36.7 37.9 21.1 13.6
Approach LOS D D C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 44.0 9.5 14.3 5.0 49.8 6.5 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 39.5 18.0 18.0 5.1 40.9 5.1 30.9 Max Q Clear Time (g_c+I1), s 6.4 29.4 2.3 2.2 2.1 12.5 2.5 12.2 Green Ext Time (p_c), s 0.0 9.4 0.0 0.0 0.0 13.8 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 27: Twin Oaks Valley Rd. & SR-78 Ramps 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 1 389 0 0 0 0 1746 593 348 1853 0 Future Volume (veh/h) 166 1 389 0 0 0 0 1746 593 348 1853 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 120 0 488 0 1898 645 378 2014 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 338 0 602 0 2528 785 474 3531 0
Arrive On Green 0.19 0.00 0.19 0.00 0.50 0.50 0.14 0.69 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 5274 0
Grp Volume(v), veh/h 120 0 488 0 1898 645 378 2014 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1702 0 Q Serve(g_s), s 4.4 0.0 11.2 0.0 22.7 26.3 8.0 15.3 0.0 Cycle Q Clear(g_c), s 4.4 0.0 11.2 0.0 22.7 26.3 8.0 15.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 338 0 602 0 2528 785 474 3531 0
V/C Ratio(X) 0.35 0.00 0.81 0.00 0.75 0.82 0.80 0.57 0.00 Avail Cap(c_a), veh/h 434 0 772 0 2528 785 569 3531 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 26.7 0.0 29.4 0.0 15.4 16.3 31.7 6.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 5.1 0.0 2.1 9.5 6.6 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.5 0.0 8.3 10.5 3.7 4.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 0.0 34.5 0.0 17.5 25.8 38.4 6.6 0.0 LnGrp LOS C A C A B C D A A
Approach Vol, veh/h 608 2543 2392
Approach Delay, s/veh 33.1 19.6 11.7
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.9 42.1 18.9 57.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 35.5 18.5 52.5
Max Q Clear Time (g_c+I1), s 10.0 28.3 13.2 17.3
Green Ext Time (p_c), s 0.4 6.5 1.2 22.3
Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 28: Twin Oaks Valley Rd. & CA-78 WB Ramp 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 624 0 744 0 1493 573 0 1269 303 Future Volume (vph) 0 0 0 624 0 744 0 1493 573 0 1269 303 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 0 678 0 809 0 1623 623 0 1379 329
RTOR Reduction (vph) 0 0 0 0 0 22 0 0 365 0 0 193
Lane Group Flow (vph) 0 0 0 678 0 787 0 1623 258 0 1379 136 Turn Type Perm Perm NA Perm NA Perm
Protected Phases 2 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 16.6 16.6 18.1 18.1 18.1 18.1
Effective Green, g (s) 16.6 16.6 18.1 18.1 18.1 18.1
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) 1304 1058 2106 655 2106 655
v/s Ratio Prot c0.32 0.27
v/s Ratio Perm 0.20 c0.28 0.16 0.09
v/c Ratio 0.52 0.74 0.77 0.39 0.65 0.21
Uniform Delay, d1 10.5 11.7 11.0 9.0 10.3 8.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 2.9 2.8 1.8 1.6 0.7
Delay (s) 10.8 14.6 13.8 10.7 11.9 8.9
Level of Service B B B B B A
Approach Delay (s) 0.0 12.9 13.0 11.3
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 43.7 Sum of lost time (s) 9.0 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project PM 29: Twin Oaks Valley Rd. & Shopping Center Drwy. 04/27/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 13 40 145 21 72 70 1877 190 0 1425 20 Future Volume (veh/h) 2 13 40 145 21 72 70 1877 190 0 1425 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 14 43 158 23 78 76 2040 207 0 1549 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 66 203 174 97 328 214 2350 236 0 2348 33
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 404 1242 1781 374 1268 3456 4715 474 0 6847 94 Grp Volume(v), veh/h 2 0 57 158 0 101 76 1467 780 0 1135 436 Grp Sat Flow(s),veh/h/ln 1781 0 1647 1781 0 1642 1728 1702 1785 0 1609 1854 Q Serve(g_s), s 0.1 0.0 1.7 4.9 0.0 2.7 1.2 21.3 21.9 0.0 11.1 11.1 Cycle Q Clear(g_c), s 0.1 0.0 1.7 4.9 0.0 2.7 1.2 21.3 21.9 0.0 11.1 11.1 Prop In Lane 1.00 0.75 1.00 0.77 1.00 0.27 0.00 0.05
Lane Grp Cap(c), veh/h 5 0 269 174 0 425 214 1697 890 0 1720 661 V/C Ratio(X) 0.41 0.00 0.21 0.91 0.00 0.24 0.36 0.86 0.88 0.00 0.66 0.66 Avail Cap(c_a), veh/h 159 0 528 174 0 541 308 1697 890 0 1720 661 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 25.1 0.0 16.5 25.3 12.4 12.5 0.0 15.2 15.2 Incr Delay (d2), s/veh 47.2 0.0 0.4 42.4 0.0 0.3 1.0 6.2 11.8 0.0 2.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 4.0 0.0 1.0 0.5 7.8 9.8 0.0 3.9 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.2 0.0 20.8 67.4 0.0 16.7 26.3 18.6 24.4 0.0 17.2 20.3 LnGrp LOS E A C E A B C B C A B C
Approach Vol, veh/h 59 259 2323 1571
Approach Delay, s/veh 22.6 47.7 20.8 18.1
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 19.0 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 23.9 6.9 3.7 3.2 13.1 2.1 4.7 Green Ext Time (p_c), s 3.8 0.0 0.2 0.0 4.1 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project PM 30: Twin Oaks Valley Rd. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 327 599 357 338 532 122 395 894 233 85 596 266 Future Volume (veh/h) 327 599 357 338 532 122 395 894 233 85 596 266 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 355 651 291 367 578 112 429 972 164 92 648 235 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 332 1530 1446 304 1255 242 304 1161 657 212 756 274 Arrive On Green 0.10 0.43 0.43 0.09 0.42 0.42 0.09 0.33 0.33 0.06 0.30 0.30 Sat Flow, veh/h 3456 3554 2790 3456 2970 574 3456 3554 1585 3456 2555 926 Grp Volume(v), veh/h 355 651 291 367 345 345 429 972 164 92 451 432 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1728 1777 1767 1728 1777 1585 1728 1777 1704 Q Serve(g_s), s 12.0 16.0 7.0 11.0 17.4 17.5 11.0 31.7 8.4 3.2 29.9 29.9 Cycle Q Clear(g_c), s 12.0 16.0 7.0 11.0 17.4 17.5 11.0 31.7 8.4 3.2 29.9 29.9 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 332 1530 1446 304 751 746 304 1161 657 212 526 504 V/C Ratio(X) 1.07 0.43 0.20 1.21 0.46 0.46 1.41 0.84 0.25 0.43 0.86 0.86 Avail Cap(c_a), veh/h 332 1530 1446 304 751 746 304 1161 657 263 526 504 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 56.5 24.8 16.2 57.0 25.9 25.9 57.0 39.0 23.9 56.6 41.5 41.5 Incr Delay (d2), s/veh 69.3 0.9 0.3 119.9 2.0 2.1 203.3 7.3 0.9 1.4 16.3 17.0 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 8.4 6.9 2.3 9.9 7.8 7.8 13.4 14.9 3.4 1.4 15.4 14.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 125.8 25.7 16.5 176.9 27.9 28.0 260.3 46.3 24.8 58.0 57.8 58.5 LnGrp LOS F C B F C C F D C E E E
Approach Vol, veh/h 1297 1057 1565 975
Approach Delay, s/veh 51.0 79.7 102.7 58.1
Approach LOS D E F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 61.7 18.0 44.8 19.0 60.7 14.2 48.6 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 37.3 11.0 * 37 12.0 36.3 9.5 38.5 Max Q Clear Time (g_c+I1), s 13.0 18.0 13.0 31.9 14.0 19.5 5.2 33.7 Green Ext Time (p_c), s 0.0 5.6 0.0 2.5 0.0 4.0 0.1 2.9 Intersection Summary
HCM 6th Ctrl Delay 75.1
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 31: Twin Oaks Valley Rd. & Richmar Ave. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 209 15 112 24 6 5 121 944 24 46 1024 206 Future Volume (vph) 209 15 112 24 6 5 121 944 24 46 1024 206 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.3 6.0 6.3
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 1.00 0.94 1.00 1.00 1.00 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1616 1770 1746 1770 3526 1770 3450 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 1616 1770 1746 1770 3526 1770 3450 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 227 16 122 26 7 5 132 1026 26 50 1113 224 RTOR Reduction (vph) 0 99 0 0 5 0 0 1 0 0 13 0
Lane Group Flow (vph) 227 39 0 26 7 0 132 1051 0 50 1324 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) 14.7 14.7 4.4 4.4 6.1 31.2 3.3 28.4 Effective Green, g (s) 14.7 14.7 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) 333 304 99 98 138 1408 74 1254
v/s Ratio Prot c0.13 0.02 c0.01 0.00 c0.07 c0.30 0.03 c0.38 v/s Ratio Perm
v/c Ratio 0.68 0.13 0.26 0.07 0.96 0.75 0.68 1.06
Uniform Delay, d1 29.5 26.4 35.3 34.9 35.9 20.1 36.9 24.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 0.2 1.4 0.3 62.7 3.6 21.7 41.6 Delay (s) 35.2 26.6 36.7 35.2 98.6 23.7 58.6 66.5
Level of Service D C D D F C E E
Approach Delay (s) 31.9 36.3 32.1 66.2
Approach LOS C D C E
Intersection Summary
HCM 2000 Control Delay 48.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 78.1 Sum of lost time (s) 24.5 Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project PM 32: Twin Oaks Valley Rd. & Borden Rd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 341 165 156 320 61 194 721 267 71 580 117 Future Volume (veh/h) 237 341 165 156 320 61 194 721 267 71 580 117 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 258 371 179 170 348 66 211 784 290 77 630 127 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 286 496 236 201 455 85 236 1460 651 118 1224 546 Arrive On Green 0.16 0.21 0.21 0.11 0.15 0.15 0.13 0.41 0.41 0.07 0.34 0.34 Sat Flow, veh/h 1781 2337 1110 1781 2986 560 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 258 281 269 170 206 208 211 784 290 77 630 127 Grp Sat Flow(s),veh/h/ln 1781 1777 1671 1781 1777 1770 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 15.6 16.2 16.6 10.2 12.1 12.4 12.8 18.3 14.4 4.6 15.5 6.3 Cycle Q Clear(g_c), s 15.6 16.2 16.6 10.2 12.1 12.4 12.8 18.3 14.4 4.6 15.5 6.3 Prop In Lane 1.00 0.66 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 377 355 201 270 269 236 1460 651 118 1224 546 V/C Ratio(X) 0.90 0.74 0.76 0.85 0.76 0.77 0.89 0.54 0.45 0.65 0.51 0.23 Avail Cap(c_a), veh/h 295 571 537 259 519 517 236 1460 651 194 1224 546 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 45.1 40.3 40.5 47.6 44.5 44.6 46.7 24.4 23.3 49.9 28.6 25.6 Incr Delay (d2), s/veh 28.2 2.9 3.4 18.2 4.4 4.7 32.1 1.4 2.2 6.0 1.5 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 9.1 7.3 7.1 5.5 5.6 5.8 7.7 7.8 5.7 2.3 6.8 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 43.3 43.9 65.9 48.9 49.3 78.8 25.8 25.5 55.9 30.1 26.6 LnGrp LOS E D D E D D E C C E C C
Approach Vol, veh/h 808 584 1285 834
Approach Delay, s/veh 53.0 54.0 34.4 32.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.1 51.1 16.9 29.3 19.4 43.8 23.5 22.8 Change Period (Y+Rc), s * 4.9 * 6.1 4.6 * 6.1 * 4.9 * 6.1 5.9 * 6.1 Max Green Setting (Gmax), s * 12 * 41 15.9 * 35 * 15 * 38 18.1 * 32 Max Q Clear Time (g_c+I1), s 6.6 20.3 12.2 18.6 14.8 17.5 17.6 14.4 Green Ext Time (p_c), s 0.1 6.7 0.1 3.2 0.0 4.7 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 33: Barham Dr. & June Way 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 41 840 897 54 17 46
Future Volume (veh/h) 41 840 897 54 17 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 45 913 975 59 18 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 481 1918 1335 595 741 660
Arrive On Green 0.38 0.38 0.38 0.38 0.42 0.42
Sat Flow, veh/h 1058 5274 3647 1585 1781 1585
Grp Volume(v), veh/h 45 913 975 59 18 50
Grp Sat Flow(s),veh/h/ln 529 1702 1777 1585 1781 1585
Q Serve(g_s), s 1.7 5.9 10.2 1.0 0.3 0.8
Cycle Q Clear(g_c), s 11.9 5.9 10.2 1.0 0.3 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 481 1918 1335 595 741 660
V/C Ratio(X) 0.09 0.48 0.73 0.10 0.02 0.08
Avail Cap(c_a), veh/h 524 2125 1479 660 741 660
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 16.7 10.3 11.6 8.8 7.4 7.6
Incr Delay (d2), s/veh 0.1 0.2 1.7 0.1 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.7 3.4 0.3 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 10.4 13.3 8.8 7.5 7.8
LnGrp LOS B B B A A A
Approach Vol, veh/h 958 1034 68
Approach Delay, s/veh 10.7 13.0 7.7
Approach LOS B B A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 20.7 22.5 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 13.9 2.8 12.2
Green Ext Time (p_c), s 2.4 0.1 3.3
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2050 Without Project PM 34: Campus Wy. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 662 125 67 457 37 189 41 89 28 42 59 Future Volume (veh/h) 63 662 125 67 457 37 189 41 89 28 42 59 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 68 720 136 73 497 40 205 45 97 30 46 64 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 115 1187 222 227 981 438 287 188 405 98 606 513 Arrive On Green 0.06 0.27 0.27 0.07 0.28 0.28 0.08 0.36 0.36 0.05 0.32 0.32 Sat Flow, veh/h 1781 4321 808 3456 3554 1585 3456 528 1138 1781 1870 1585 Grp Volume(v), veh/h 68 566 290 73 497 40 205 0 142 30 46 64 Grp Sat Flow(s),veh/h/ln 1781 1702 1725 1728 1777 1585 1728 0 1666 1781 1870 1585 Q Serve(g_s), s 4.0 15.6 15.9 2.2 12.7 2.0 6.2 0.0 6.5 1.7 1.8 3.1 Cycle Q Clear(g_c), s 4.0 15.6 15.9 2.2 12.7 2.0 6.2 0.0 6.5 1.7 1.8 3.1 Prop In Lane 1.00 0.47 1.00 1.00 1.00 0.68 1.00 1.00
Lane Grp Cap(c), veh/h 115 935 474 227 981 438 287 0 592 98 606 513 V/C Ratio(X) 0.59 0.60 0.61 0.32 0.51 0.09 0.71 0.00 0.24 0.31 0.08 0.12 Avail Cap(c_a), veh/h 162 935 474 256 981 438 320 0 592 165 606 513 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 49.2 34.1 34.2 48.2 32.9 29.1 48.3 0.0 24.5 49.1 25.3 25.8 Incr Delay (d2), s/veh 4.8 2.9 5.8 0.8 1.9 0.4 6.5 0.0 1.0 1.7 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 6.8 7.4 1.0 5.7 0.8 2.9 0.0 2.7 0.8 0.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.0 37.0 40.0 49.0 34.8 29.5 54.8 0.0 25.5 50.8 25.6 26.2 LnGrp LOS D D D D C C D A C D C C
Approach Vol, veh/h 924 610 347 140
Approach Delay, s/veh 39.2 36.1 42.8 31.3
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 36.5 16.0 42.0 13.5 36.6 12.5 45.4 Change Period (Y+Rc), s 6.5 6.8 7.0 7.0 6.5 6.8 6.6 * 7 Max Green Setting (Gmax), s 8.0 29.7 10.0 35.0 9.8 27.9 10.0 * 37 Max Q Clear Time (g_c+I1), s 4.2 17.9 8.2 5.1 6.0 14.7 3.7 8.5 Green Ext Time (p_c), s 0.0 4.4 0.1 0.4 0.0 2.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 38.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis 2050 Without Project PM 35: La Moree Rd. & Barham Dr. 04/27/2022
HCM Signalized Intersection Capacity Analysis Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 7 529 228 217 353 8 150 3 233 12 4 9 Future Volume (vph) 7 529 228 217 353 8 150 3 233 12 4 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.95
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.98 Satd. Flow (prot) 1770 3539 1583 1770 3527 1681 1688 1583 1728 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 3527 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) 8 575 248 236 384 9 163 3 253 13 4 10
RTOR Reduction (vph) 0 0 140 0 1 0 0 0 220 0 10 0
Lane Group Flow (vph) 8 575 108 236 392 0 83 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 10.0 10.0 10.0 2.7 Effective Green, g (s) 1.2 33.7 33.7 10.1 43.6 10.0 10.0 10.0 2.7 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 1984 216 217 204 61
v/s Ratio Prot 0.00 c0.16 c0.13 0.11 c0.05 0.05
v/s Ratio Perm 0.07 0.02 c0.01
v/c Ratio 0.30 0.37 0.16 1.03 0.20 0.38 0.38 0.16 0.28
Uniform Delay, d1 37.7 14.8 13.3 33.7 8.3 30.9 30.9 30.0 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.7 0.5 66.3 0.2 1.1 1.1 0.4 2.6 Delay (s) 43.8 15.5 13.8 100.0 8.6 32.1 32.0 30.4 39.0
Level of Service D B B F A C C C D
Approach Delay (s) 15.2 42.9 31.0 39.0
Approach LOS B D C D
Intersection Summary
HCM 2000 Control Delay 28.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 77.5 Sum of lost time (s) 21.0 Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary 2050 Without Project 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) 452 435 577 244 202 8
Future Volume (veh/h) 452 435 577 244 202 8
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 491 473 627 265 220 9
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 510 2856 1956 826 235 209
Arrive On Green 0.80 0.80 0.80 0.80 0.13 0.13
Sat Flow, veh/h 624 3647 2527 1028 1781 1585
Grp Volume(v), veh/h 491 473 458 434 220 9
Grp Sat Flow(s),veh/h/ln 624 1777 1777 1685 1781 1585
Q Serve(g_s), s 103.0 4.2 9.5 9.5 17.1 0.7
Cycle Q Clear(g_c), s 112.5 4.2 9.5 9.5 17.1 0.7
Prop In Lane 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 510 2856 1428 1354 235 209
V/C Ratio(X) 0.96 0.17 0.32 0.32 0.93 0.04
Avail Cap(c_a), veh/h 510 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 21.9 3.1 3.6 3.6 60.2 53.0
Incr Delay (d2), s/veh 30.5 0.0 0.1 0.1 43.9 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 21.4 1.3 3.0 2.8 10.6 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.4 3.1 3.8 3.8 104.0 53.4
LnGrp LOS D A A A F D
Approach Vol, veh/h 964 892 229
Approach Delay, s/veh 28.2 3.8 102.0
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 19.1 11.5
Green Ext Time (p_c), s 0.0 0.0 7.4
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2050 Without Project PM 37: Barham Dr./Woodland Pkwy. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 239 211 480 207 110 582
Future Volume (veh/h) 239 211 480 207 110 582
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 260 229 522 225 120 633
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 5741 2561 172 6451
Arrive On Green 0.28 0.28 1.00 1.00 0.10 1.00
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 260 229 522 225 120 633
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 8.0 7.9 0.0 0.0 4.2 0.0
Cycle Q Clear(g_c), s 8.0 7.9 0.0 0.0 4.2 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 493 439 5741 2561 172 6451
V/C Ratio(X) 0.53 0.52 0.09 0.09 0.70 0.10
Avail Cap(c_a), veh/h 493 439 5741 2561 227 6451
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 19.9 19.9 0.0 0.0 28.4 0.0
Incr Delay (d2), s/veh 4.0 4.4 0.0 0.1 5.9 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 3.6 3.3 0.0 0.0 2.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 24.2 0.0 0.1 34.4 0.0
LnGrp LOS C C A A C A
Approach Vol, veh/h 489 747 753
Approach Delay, s/veh 24.1 0.0 5.5
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 114.5 25.0 127.5
Change Period (Y+Rc), s 6.7 * 7 * 7 * 7
Max Green Setting (Gmax), s 8.3 * 18 * 18 * 36
Max Q Clear Time (g_c+I1), s 6.2 2.0 10.0 2.0
Green Ext Time (p_c), s 0.1 3.9 1.1 4.9
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary 2050 Without Project PM 38: La Moree Rd. & Barham Dr. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 242 60 131 421 85 142
Future Volume (veh/h) 242 60 131 421 85 142
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 263 65 142 458 92 154
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 1053 256 182 1983 454 404
Arrive On Green 0.37 0.37 0.10 0.56 0.25 0.25
Sat Flow, veh/h 2929 688 1781 3647 1781 1585
Grp Volume(v), veh/h 163 165 142 458 92 154
Grp Sat Flow(s),veh/h/ln 1777 1747 1781 1777 1781 1585
Q Serve(g_s), s 4.1 4.3 5.1 4.3 2.6 5.2
Cycle Q Clear(g_c), s 4.1 4.3 5.1 4.3 2.6 5.2
Prop In Lane 0.39 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 660 649 182 1983 454 404
V/C Ratio(X) 0.25 0.25 0.78 0.23 0.20 0.38
Avail Cap(c_a), veh/h 660 649 314 2247 454 404
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 14.2 14.2 28.5 7.3 19.1 20.0
Incr Delay (d2), s/veh 0.9 0.9 7.1 0.1 1.0 2.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 1.7 2.4 1.4 1.2 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.1 15.2 35.7 7.4 20.1 22.8
LnGrp LOS B B D A C C
Approach Vol, veh/h 328 600 246
Approach Delay, s/veh 15.1 14.1 21.8
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.1 30.5 42.6 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 7.1 6.3 6.3 7.2
Green Ext Time (p_c), s 0.1 1.8 3.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
UDSM LTA May 19, 2022
Page | 892
Appendix M: Year 2050 With Project Intersection Analysis Worksheets
HCM 6th Signalized Intersection Summary Year 2050 AM
1: Discovery St. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 926 439 129 982 47 800 47 103 248 68 209 Future Volume (veh/h) 198 926 439 129 982 47 800 47 103 248 68 209 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 215 1007 0 140 1067 51 870 51 112 270 74 227 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 211 1066 129 1074 51 787 170 373 352 81 248
Arrive On Green 0.06 0.30 0.00 0.07 0.31 0.31 0.23 0.33 0.33 0.10 0.20 0.20 Sat Flow, veh/h 3456 3554 1585 1781 3453 165 3456 521 1144 3456 405 1242 Grp Volume(v), veh/h 215 1007 0 140 549 569 870 0 163 270 0 301 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1781 1777 1841 1728 0 1664 1728 0 1647 Q Serve(g_s), s 5.5 24.9 0.0 6.5 27.7 27.7 20.5 0.0 6.6 6.9 0.0 16.1 Cycle Q Clear(g_c), s 5.5 24.9 0.0 6.5 27.7 27.7 20.5 0.0 6.6 6.9 0.0 16.1 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.69 1.00 0.75
Lane Grp Cap(c), veh/h 211 1066 129 553 573 787 0 543 352 0 329 V/C Ratio(X) 1.02 0.94 1.09 0.99 0.99 1.11 0.00 0.30 0.77 0.00 0.91 Avail Cap(c_a), veh/h 211 1066 129 553 573 787 0 543 476 0 329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.2 30.8 0.0 41.8 30.9 30.9 34.8 0.0 22.7 39.4 0.0 35.2 Incr Delay (d2), s/veh 66.7 17.1 0.0 105.0 36.7 36.1 64.9 0.0 0.3 5.2 0.0 28.8 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 4.3 12.8 0.0 6.6 17.0 17.5 15.5 0.0 2.6 3.1 0.0 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.9 47.8 0.0 146.7 67.6 67.0 99.6 0.0 23.0 44.6 0.0 64.0 LnGrp LOS F D F E E F A C D A E
Approach Vol, veh/h 1222 A 1258 1033 571
Approach Delay, s/veh 58.6 76.1 87.5 54.8
Approach LOS E E F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 31.5 13.7 33.8 10.0 32.5 25.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 27.0 12.4 26.1 5.5 28.0 20.5 18.0 Max Q Clear Time (g_c+I1), s 8.5 26.9 8.9 8.6 7.5 29.7 22.5 18.1 Green Ext Time (p_c), s 0.0 0.1 0.3 0.8 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 70.8
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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

Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 1075 128 34 750 69
Future Vol, veh/h 0 1075 128 34 750 69
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 1168 139 37 815 75
Major/Minor Minor2 Major2
Conflicting Flow All 1705 75 0 0
Stage 1 1705 - - -
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 ~ 91 986 - -
Stage 1 147 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 986 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach NB SB
HCM Control Delay, s 9.4

HCM LOS A
Minor Lane/Major Mvmt NBLn1 SBL SBT
Capacity (veh/h) 986 - -
HCM Lane V/C Ratio 0.179 - -
HCM Control Delay (s) 9.4 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Year 2050 AM
3: Discovery St. & Via Vera Cruz 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 894 9 17 863 166 53 108 91 126 59 232 Future Volume (veh/h) 109 894 9 17 863 166 53 108 91 126 59 232 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 118 972 10 18 938 180 58 117 99 137 64 252 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 150 1614 17 52 1168 224 83 380 322 214 73 286 Arrive On Green 0.08 0.45 0.45 0.03 0.39 0.39 0.05 0.20 0.20 0.06 0.22 0.22 Sat Flow, veh/h 1781 3603 37 1781 2974 570 1781 1870 1585 3456 331 1304 Grp Volume(v), veh/h 118 479 503 18 560 558 58 117 99 137 0 316 Grp Sat Flow(s),veh/h/ln 1781 1777 1864 1781 1777 1768 1781 1870 1585 1728 0 1636 Q Serve(g_s), s 4.9 15.5 15.5 0.8 21.3 21.3 2.4 4.0 4.0 2.9 0.0 14.2 Cycle Q Clear(g_c), s 4.9 15.5 15.5 0.8 21.3 21.3 2.4 4.0 4.0 2.9 0.0 14.2 Prop In Lane 1.00 0.02 1.00 0.32 1.00 1.00 1.00 0.80
Lane Grp Cap(c), veh/h 150 796 835 52 698 694 83 380 322 214 0 358 V/C Ratio(X) 0.79 0.60 0.60 0.35 0.80 0.80 0.70 0.31 0.31 0.64 0.00 0.88 Avail Cap(c_a), veh/h 173 796 835 164 698 694 119 442 375 232 0 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.2 15.9 15.9 36.2 20.5 20.5 35.8 25.8 25.8 34.9 0.0 28.8 Incr Delay (d2), s/veh 18.4 3.4 3.2 3.9 9.5 9.6 10.3 0.5 0.5 5.2 0.0 18.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 6.5 6.8 0.4 10.0 10.0 1.3 1.8 1.5 1.4 0.0 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.6 19.2 19.1 40.2 30.0 30.1 46.0 26.2 26.3 40.0 0.0 47.6 LnGrp LOS D B B D C C D C C D A D
Approach Vol, veh/h 1100 1136 274 453
Approach Delay, s/veh 22.7 30.2 30.4 45.3
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 39.5 8.0 21.8 11.0 35.3 9.2 20.6 Change Period (Y+Rc), s 4.6 5.4 4.5 * 5.1 4.6 5.4 4.5 5.1 Max Green Setting (Gmax), s 7.0 30.3 5.1 * 19 7.4 29.9 5.1 18.0 Max Q Clear Time (g_c+I1), s 2.8 17.5 4.4 16.2 6.9 23.3 4.9 6.0 Green Ext Time (p_c), s 0.0 5.2 0.0 0.4 0.0 3.8 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 29.8
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
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) 149 787 899 174 160 128
Future Volume (veh/h) 149 787 899 174 160 128
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 162 855 977 189 174 139
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 336 2280 1905 368 208 166
Arrive On Green 0.64 0.64 0.64 0.64 0.22 0.22
Sat Flow, veh/h 481 3647 3064 574 951 760
Grp Volume(v), veh/h 162 855 584 582 314 0
Grp Sat Flow(s),veh/h/ln 481 1777 1777 1767 1716 0
Q Serve(g_s), s 17.4 7.3 11.3 11.3 11.2 0.0
Cycle Q Clear(g_c), s 28.7 7.3 11.3 11.3 11.2 0.0
Prop In Lane 1.00 0.32 0.55 0.44
Lane Grp Cap(c), veh/h 336 2280 1140 1134 375 0
V/C Ratio(X) 0.48 0.38 0.51 0.51 0.84 0.00
Avail Cap(c_a), veh/h 526 3681 1840 1830 655 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 13.8 5.4 6.1 6.2 24.0 0.0
Incr Delay (d2), s/veh 1.1 0.1 0.4 0.4 5.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 2.0 3.2 3.2 4.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 5.5 6.5 6.5 29.0 0.0
LnGrp LOS B A A A C A
Approach Vol, veh/h 1017 1166 314
Approach Delay, s/veh 7.0 6.5 29.0
Approach LOS A A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 45.7 18.5 45.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 66.5 24.5 66.5
Max Q Clear Time (g_c+I1), s 30.7 13.2 13.3
Green Ext Time (p_c), s 10.5 0.8 10.9
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Year 2050 AM
5: Creekside Dr. & Bent Ave. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 70 18 374 65 18 186
Future Volume (veh/h) 70 18 374 65 18 186
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 76 20 407 71 20 202
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 145 38 669 117 231 748
Arrive On Green 0.10 0.10 0.43 0.43 0.43 0.43
Sat Flow, veh/h 1383 364 1551 271 66 1735
Grp Volume(v), veh/h 97 0 0 478 222 0
Grp Sat Flow(s),veh/h/ln 1765 0 0 1822 1801 0
Q Serve(g_s), s 1.0 0.0 0.0 3.9 0.0 0.0
Cycle Q Clear(g_c), s 1.0 0.0 0.0 3.9 1.5 0.0
Prop In Lane 0.78 0.21 0.15 0.09
Lane Grp Cap(c), veh/h 185 0 0 785 979 0
V/C Ratio(X) 0.52 0.00 0.00 0.61 0.23 0.00
Avail Cap(c_a), veh/h 1638 0 0 1690 1828 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.2 0.0 0.0 4.3 3.6 0.0
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.8 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.3 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.5 0.0 0.0 5.0 3.7 0.0
LnGrp LOS B A A A A A
Approach Vol, veh/h 97 478 222
Approach Delay, s/veh 10.5 5.0 3.7
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 12.9 12.9 6.5
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 5.9 3.5 3.0
Green Ext Time (p_c), s 2.4 1.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Year 2050 AM
6: Via Vera Cruz & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 892 65 120 1053 99 45 180 66 59 203 26 Future Volume (veh/h) 40 892 65 120 1053 99 45 180 66 59 203 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 970 71 130 1145 108 49 196 72 64 221 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 76 1216 543 152 1263 119 68 703 250 82 895 112 Arrive On Green 0.04 0.34 0.34 0.09 0.38 0.38 0.04 0.27 0.27 0.05 0.28 0.28 Sat Flow, veh/h 1781 3554 1585 1781 3282 309 1781 2569 914 1781 3178 398 Grp Volume(v), veh/h 43 970 71 130 619 634 49 134 134 64 122 127 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1815 1781 1777 1706 1781 1777 1799 Q Serve(g_s), s 2.2 23.5 2.9 6.8 31.3 31.4 2.6 5.6 5.9 3.4 5.0 5.2 Cycle Q Clear(g_c), s 2.2 23.5 2.9 6.8 31.3 31.4 2.6 5.6 5.9 3.4 5.0 5.2 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.54 1.00 0.22
Lane Grp Cap(c), veh/h 76 1216 543 152 684 698 68 486 467 82 500 507 V/C Ratio(X) 0.56 0.80 0.13 0.86 0.91 0.91 0.72 0.27 0.29 0.78 0.24 0.25 Avail Cap(c_a), veh/h 114 1216 543 152 684 698 94 486 467 96 500 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 28.3 21.5 42.9 27.6 27.6 45.2 27.1 27.2 44.8 26.3 26.4 Incr Delay (d2), s/veh 6.4 5.5 0.5 35.3 17.8 17.8 15.3 1.4 1.6 28.8 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 10.6 1.1 4.5 16.1 16.5 1.4 2.5 2.6 2.1 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.0 33.8 22.0 78.2 45.4 45.4 60.5 28.5 28.8 73.6 27.5 27.5 LnGrp LOS D C C E D D E C C E C C
Approach Vol, veh/h 1084 1383 317 313
Approach Delay, s/veh 33.7 48.5 33.5 36.9
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.6 39.0 8.1 33.3 10.6 43.0 8.9 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 8.1 31.8 5.0 26.1 6.1 33.8 5.1 26.0 Max Q Clear Time (g_c+I1), s 8.8 25.5 4.6 7.2 4.2 33.4 5.4 7.9 Green Ext Time (p_c), s 0.0 3.5 0.0 1.3 0.0 0.3 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Year 2050 AM
7: Bent Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 1061 37 110 1065 70 65 96 245 41 94 26 Future Volume (veh/h) 39 1061 37 110 1065 70 65 96 245 41 94 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1153 40 120 1158 76 71 104 266 45 102 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 67 1401 49 145 1577 704 108 468 396 92 347 95 Arrive On Green 0.04 0.40 0.40 0.08 0.44 0.44 0.06 0.25 0.25 0.05 0.25 0.25 Sat Flow, veh/h 1781 3504 122 1781 3554 1585 1781 1870 1585 1781 1413 388 Grp Volume(v), veh/h 42 585 608 120 1158 76 71 104 266 45 0 130 Grp Sat Flow(s),veh/h/ln 1781 1777 1848 1781 1777 1585 1781 1870 1585 1781 0 1801 Q Serve(g_s), s 2.8 35.3 35.3 8.0 32.3 3.4 4.7 5.3 18.1 2.9 0.0 7.0 Cycle Q Clear(g_c), s 2.8 35.3 35.3 8.0 32.3 3.4 4.7 5.3 18.1 2.9 0.0 7.0 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 67 711 739 145 1577 704 108 468 396 92 0 442 V/C Ratio(X) 0.63 0.82 0.82 0.83 0.73 0.11 0.66 0.22 0.67 0.49 0.00 0.29 Avail Cap(c_a), veh/h 91 711 739 156 1577 704 148 468 396 119 0 442 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.9 32.2 32.2 54.3 27.5 19.5 55.2 35.7 40.6 55.3 0.0 36.8 Incr Delay (d2), s/veh 9.2 10.4 10.1 27.7 3.1 0.3 6.7 1.1 8.8 3.9 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 17.0 17.6 4.7 14.1 1.3 2.3 2.6 8.0 1.4 0.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.1 42.6 42.3 82.0 30.6 19.8 61.9 36.8 49.3 59.3 0.0 38.5 LnGrp LOS E D D F C B E D D E A D
Approach Vol, veh/h 1235 1354 441 175
Approach Delay, s/veh 43.2 34.5 48.4 43.8
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.3 54.0 13.2 36.5 11.0 59.3 12.7 37.0 Change Period (Y+Rc), s 6.5 6.0 6.0 * 7 6.5 6.0 6.5 7.0 Max Green Setting (Gmax), s 10.5 45.5 10.0 * 29 6.1 49.9 8.0 30.0 Max Q Clear Time (g_c+I1), s 10.0 37.3 6.7 9.0 4.8 34.3 4.9 20.1 Green Ext Time (p_c), s 0.0 4.7 0.0 0.6 0.0 7.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 40.3
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
8: Grand Ave. & San Marcos Blvd. 04/27/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report