Agenda packet — Concord City Council, September 27, 2022 (part 3 of 5)

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 941 131 182 1309 12 183 9 125 18 6 40 Future Volume (veh/h) 29 941 131 182 1309 12 183 9 125 18 6 40 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 31 1012 0 196 1408 13 204 0 0 19 6 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 333333333333
Cap, veh/h 76 2952 219 3435 32 265 0 76 24 0
Arrive On Green 0.04 0.58 0.00 0.25 1.00 1.00 0.07 0.00 0.00 0.06 0.06 0.00 Sat Flow, veh/h 1767 5233 0 1767 5176 48 3534 0 1572 1359 429 0 Grp Volume(v), veh/h 31 1012 0 196 919 502 204 0 0 25 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1847 1767 0 1572 1788 0 0 Q Serve(g_s), s 2.1 12.5 0.0 12.9 0.0 0.0 6.8 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 2.1 12.5 0.0 12.9 0.0 0.0 6.8 0.0 0.0 1.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 1.00 1.00 0.76 0.00
Lane Grp Cap(c), veh/h 76 2952 219 2241 1226 265 0 100 0 0 V/C Ratio(X) 0.41 0.34 0.90 0.41 0.41 0.77 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 295 2952 221 2241 1226 324 0 477 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.00 0.92 0.92 0.92 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.9 13.1 0.0 44.4 0.0 0.0 54.5 0.0 0.0 54.2 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.3 0.0 31.1 0.2 0.3 6.8 0.0 0.0 0.5 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 0.9 4.5 0.0 6.7 0.0 0.1 3.3 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 13.3 0.0 75.5 0.2 0.3 61.3 0.0 0.0 54.7 0.0 0.0 LnGrp LOS E B EAAEA DAA
Approach Vol, veh/h 1043 A 1617 204 A 25
Approach Delay, s/veh 14.6 9.3 61.3 54.7
Approach LOS B A E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.9 75.4 14.0 9.2 85.1 11.7
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 42.5 11.0 20.0 37.5 32.0 Max Q Clear Time (g_c+I1), s 14.9 14.5 8.8 4.1 2.0 3.6
Green Ext Time (p_c), s 0.0 10.6 0.1 0.0 17.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

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HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 896 55 198 1283 29 88 28 249 22 21 117 Future Volume (veh/h) 136 896 55 198 1283 29 88 28 249 22 21 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 139 914 53 202 1309 0 90 29 23 22 21 11 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 163 3210 186 231 3513 173 173 146 165 173 146 Arrive On Green 0.18 1.00 1.00 0.13 0.69 0.00 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1767 4898 283 1767 5066 1572 1358 1856 1562 1334 1856 1562 Grp Volume(v), veh/h 139 630 337 202 1309 0 90 29 23 22 21 11 Grp Sat Flow(s),veh/h/ln 1767 1689 1804 1767 1689 1572 1358 1856 1562 1334 1856 1562 Q Serve(g_s), s 9.1 0.0 0.0 13.5 12.8 0.0 7.8 1.7 1.6 1.9 1.2 0.8 Cycle Q Clear(g_c), s 9.1 0.0 0.0 13.5 12.8 0.0 9.1 1.7 1.6 3.6 1.2 0.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 163 2213 1183 231 3513 173 173 146 165 173 146 V/C Ratio(X) 0.85 0.28 0.29 0.88 0.37 0.52 0.17 0.16 0.13 0.12 0.08 Avail Cap(c_a), veh/h 250 2213 1183 412 3513 442 541 456 430 541 456 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 0.0 0.0 51.2 7.6 0.0 54.0 50.1 50.1 51.8 49.9 49.7 Incr Delay (d2), s/veh 9.0 0.1 0.2 4.1 0.3 0.0 0.9 0.2 0.2 0.1 0.1 0.1 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 4.0 0.0 0.1 6.1 4.1 0.0 2.7 0.8 0.7 0.6 0.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 0.1 0.2 55.3 7.9 0.0 55.0 50.3 50.3 51.9 50.0 49.8 LnGrp LOS EAAEA DDDDDD
Approach Vol, veh/h 1106 1511 A 142 54
Approach Delay, s/veh 7.3 14.3 53.2 50.7
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 88.7 16.2 19.7 84.2 16.2
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 17.0 53.5 35.0 28.0 42.5 35.0 Max Q Clear Time (g_c+I1), s 11.1 14.8 11.1 15.5 2.0 5.6 Green Ext Time (p_c), s 0.1 16.7 0.2 0.2 10.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1082 18 64 944 200 20 20 92 876 57 787 Future Volume (veh/h) 0 1082 18 64 944 200 20 20 92 876 57 787 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.96 1.00 0.98 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 0 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1115 18 66 973 0 21 21 34 903 0 553 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 033333333333
Cap, veh/h 0 1884 30 131 2643 122 128 221 990 0 864
Arrive On Green 0.00 0.41 0.41 0.07 0.52 0.00 0.07 0.07 0.07 0.28 0.00 0.28 Sat Flow, veh/h 0 5011 73 1767 5233 0 1767 1856 1514 3534 0 3086 Grp Volume(v), veh/h 0 682 451 66 973 0 21 21 34 903 0 553 Grp Sat Flow(s),veh/h/ln 0 1392 1838 1767 1689 0 1767 1856 1514 1767 0 1543 Q Serve(g_s), s 0.0 22.8 22.8 4.3 13.6 0.0 1.3 1.3 2.4 29.7 0.0 18.9 Cycle Q Clear(g_c), s 0.0 22.8 22.8 4.3 13.6 0.0 1.3 1.3 2.4 29.7 0.0 18.9 Prop In Lane 0.00 0.04 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1153 761 131 2643 122 128 221 990 0 864 V/C Ratio(X) 0.00 0.59 0.59 0.50 0.37 0.17 0.16 0.15 0.91 0.00 0.64 Avail Cap(c_a), veh/h 0 1153 761 221 2643 177 186 268 1090 0 951 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 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.3 27.3 53.4 17.0 0.0 52.6 52.6 45.1 41.8 0.0 37.9 Incr Delay (d2), s/veh 0.0 2.2 3.4 1.0 0.1 0.0 0.2 0.2 0.1 10.3 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.7 10.4 1.9 5.1 0.0 0.6 0.6 0.9 14.0 0.0 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.5 30.6 54.5 17.1 0.0 52.9 52.8 45.2 52.1 0.0 38.7 LnGrp LOS A C C D B DDDDAD
Approach Vol, veh/h 1133 1039 A 76 1456
Approach Delay, s/veh 29.9 19.5 49.4 47.0
Approach LOS C B D D
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 12.9 55.2 13.3 68.1 38.6
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 36.5 12.0 55.5 37.0
Max Q Clear Time (g_c+I1), s 6.3 24.8 4.4 15.6 31.7
Green Ext Time (p_c), s 0.0 6.8 0.1 11.3 1.9
Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

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HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1178 529 71 921 519 253 487 81 0 0 0 Future Volume (veh/h) 0 1178 529 71 921 519 253 487 81 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1202 490 72 1117 353 258 497 70
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 033333333
Cap, veh/h 0 2120 861 134 3962 1112 674 610 86
Arrive On Green 0.00 1.00 1.00 0.08 0.71 0.71 0.20 0.20 0.20 Sat Flow, veh/h 0 3685 1429 1767 5567 1563 3428 3103 435 Grp Volume(v), veh/h 0 1154 538 72 1117 353 258 281 286 Grp Sat Flow(s),veh/h/ln 0 1689 1570 1767 1856 1563 1714 1763 1775 Q Serve(g_s), s 0.0 0.0 0.0 4.7 8.7 10.1 7.8 18.3 18.5
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.7 8.7 10.1 7.8 18.3 18.5 Prop In Lane 0.00 0.91 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 0 2035 946 134 3962 1112 674 347 349 V/C Ratio(X) 0.00 0.57 0.57 0.54 0.28 0.32 0.38 0.81 0.82 Avail Cap(c_a), veh/h 0 2035 946 236 3962 1112 1071 551 555 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 53.4 6.2 6.4 41.9 46.1 46.1 Incr Delay (d2), s/veh 0.0 0.7 1.5 1.2 0.1 0.2 0.1 2.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.4 2.1 3.0 3.0 3.3 8.1 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.7 1.5 54.7 6.3 6.7 42.0 48.3 48.6 LnGrp LOS A A A D A A D D D
Approach Vol, veh/h 1692 1542 825
Approach Delay, s/veh 1.0 8.6 46.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.1 77.8 29.1 90.9
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 51.5 37.5 71.5
Max Q Clear Time (g_c+I1), s 6.7 2.0 20.5 12.1
Green Ext Time (p_c), s 0.0 27.3 2.5 20.2
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 490 146 201 26 37 26 271 512 56 32 619 353 Future Volume (veh/h) 490 146 201 26 37 26 271 512 56 32 619 353 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 516 154 19 27 39 1 285 539 53 34 652 143 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 620 354 300 52 139 4 236 2797 272 60 1750 775 Arrive On Green 0.18 0.19 0.19 0.03 0.04 0.04 0.13 0.60 0.60 0.03 0.50 0.50 Sat Flow, veh/h 3428 1856 1572 1767 3512 90 1767 4694 456 1767 3526 1561 Grp Volume(v), veh/h 516 154 19 27 19 21 285 386 206 34 652 143 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1763 1839 1767 1689 1773 1767 1763 1561 Q Serve(g_s), s 17.4 8.8 1.2 1.8 1.3 1.3 16.0 6.3 6.4 2.3 13.7 6.1 Cycle Q Clear(g_c), s 17.4 8.8 1.2 1.8 1.3 1.3 16.0 6.3 6.4 2.3 13.7 6.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.26 1.00 1.00
Lane Grp Cap(c), veh/h 620 354 300 52 70 73 236 2012 1057 60 1750 775 V/C Ratio(X) 0.83 0.44 0.06 0.51 0.28 0.28 1.21 0.19 0.19 0.57 0.37 0.18 Avail Cap(c_a), veh/h 886 680 577 162 353 368 236 2012 1057 162 1750 775 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 0.95 0.95 0.95 0.52 0.52 0.52 Uniform Delay (d), s/veh 47.4 42.9 39.8 57.4 56.0 56.0 52.0 11.1 11.1 57.1 18.7 16.8 Incr Delay (d2), s/veh 5.7 0.3 0.0 2.9 0.8 0.8 125.7 0.2 0.4 1.6 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 7.8 4.0 0.5 0.8 0.6 0.6 15.2 2.3 2.5 1.0 5.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.1 43.2 39.8 60.3 56.8 56.7 177.7 11.3 11.5 58.7 19.0 17.0 LnGrp LOS D D D E E E F BBEBB
Approach Vol, veh/h 689 67 877 829
Approach Delay, s/veh 50.5 58.2 65.4 20.3
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 76.5 25.7 9.7 20.0 64.6 7.6 27.9 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 36.0 31.0 24.0 16.0 31.0 11.0 44.0 Max Q Clear Time (g_c+I1), s 4.3 8.4 19.4 3.3 18.0 15.7 3.8 10.8 Green Ext Time (p_c), s 0.0 2.5 2.3 0.1 0.0 5.8 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 45.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 185 25 54 88 14 82 40 531 50 46 659 194 Future Volume (veh/h) 185 25 54 88 14 82 40 531 50 46 659 194 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 193 26 8 92 15 5 42 553 45 48 686 170 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 386 205 63 298 167 56 94 1577 127 103 1356 331 Arrive On Green 0.11 0.15 0.15 0.09 0.13 0.13 0.05 0.33 0.33 0.06 0.34 0.34 Sat Flow, veh/h 3428 1358 418 3428 1331 444 1767 4777 385 1767 4043 986 Grp Volume(v), veh/h 193 0 34 92 0 20 42 389 209 48 571 285 Grp Sat Flow(s),veh/h/ln 1714 0 1775 1714 0 1774 1767 1689 1785 1767 1689 1653 Q Serve(g_s), s 2.6 0.0 0.8 1.2 0.0 0.5 1.1 4.3 4.4 1.3 6.7 6.9 Cycle Q Clear(g_c), s 2.6 0.0 0.8 1.2 0.0 0.5 1.1 4.3 4.4 1.3 6.7 6.9 Prop In Lane 1.00 0.24 1.00 0.25 1.00 0.22 1.00 0.60
Lane Grp Cap(c), veh/h 386 0 268 298 0 223 94 1115 589 103 1133 554 V/C Ratio(X) 0.50 0.00 0.13 0.31 0.00 0.09 0.45 0.35 0.35 0.46 0.50 0.51 Avail Cap(c_a), veh/h 1730 0 1612 1730 0 1611 892 3407 1801 535 3407 1667 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 20.7 0.0 18.2 21.2 0.0 19.2 22.8 12.6 12.6 22.6 13.2 13.2 Incr Delay (d2), s/veh 1.0 0.0 0.2 0.6 0.0 0.2 3.3 0.2 0.4 3.2 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 1.0 0.0 0.3 0.5 0.0 0.2 0.5 1.4 1.5 0.6 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.7 0.0 18.4 21.8 0.0 19.3 26.1 12.8 13.0 25.8 13.5 14.0 LnGrp LOS C A B C A B C B B C B B
Approach Vol, veh/h 227 112 640 904
Approach Delay, s/veh 21.2 21.4 13.7 14.3
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.1 21.6 8.8 12.0 7.4 21.4 10.1 10.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 45.0 15.0 50.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 3.1 8.9 3.2 2.8 3.3 6.4 4.6 2.5 Green Ext Time (p_c), s 0.1 6.6 0.2 0.2 0.1 4.2 0.6 0.1 Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B

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HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 23 229 53 16 88 420 333 12 106 457 160 Future Volume (veh/h) 174 23 229 53 16 88 420 333 12 106 457 160 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 0 20 57 17 65 452 358 12 114 491 133 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 333333333333
Cap, veh/h 460 0 197 99 29 112 625 1142 38 151 921 241
Arrive On Green 0.13 0.00 0.13 0.14 0.14 0.14 0.18 0.33 0.33 0.09 0.23 0.23 Sat Flow, veh/h 3534 0 1512 681 203 776 3428 3480 116 1767 3976 1042 Grp Volume(v), veh/h 205 0 20 139 0 0 452 181 189 114 415 209 Grp Sat Flow(s),veh/h/ln 1767 0 1512 1660 0 0 1714 1763 1834 1767 1689 1641 Q Serve(g_s), s 3.2 0.0 0.7 4.6 0.0 0.0 7.4 4.6 4.6 3.7 6.4 6.7 Cycle Q Clear(g_c), s 3.2 0.0 0.7 4.6 0.0 0.0 7.4 4.6 4.6 3.7 6.4 6.7 Prop In Lane 1.00 1.00 0.41 0.47 1.00 0.06 1.00 0.64
Lane Grp Cap(c), veh/h 460 0 197 240 0 0 625 579 602 151 782 380 V/C Ratio(X) 0.45 0.00 0.10 0.58 0.00 0.00 0.72 0.31 0.31 0.75 0.53 0.55 Avail Cap(c_a), veh/h 2677 0 1145 1258 0 0 1443 1483 1543 744 2842 1381 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 0.0 22.8 23.7 0.0 0.0 22.9 14.9 14.9 26.6 20.0 20.1 Incr Delay (d2), s/veh 0.7 0.0 0.2 2.2 0.0 0.0 1.6 0.3 0.3 7.4 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.2 1.9 0.0 0.0 2.8 1.7 1.7 1.8 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 0.0 23.0 25.9 0.0 0.0 24.5 15.2 15.2 33.9 20.5 21.3 LnGrp LOS C A C C A A C B B C C C
Approach Vol, veh/h 225 139 822 738
Approach Delay, s/veh 24.4 25.9 20.3 22.8
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.6 24.5 12.2 15.3 18.8 13.1
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 25.0 50.0 45.0 25.0 50.0 45.0 Max Q Clear Time (g_c+I1), s 5.7 6.6 5.2 9.4 8.7 6.6
Green Ext Time (p_c), s 0.2 2.2 0.8 1.5 4.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 218 of 607 ends

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 15 106 254 14 25 73 676 240 26 682 124 Future Volume (veh/h) 118 15 106 254 14 25 73 676 240 26 682 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 123 16 30 265 15 6 76 704 201 27 710 108 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 162 162 304 392 383 153 117 1186 333 62 1203 181 Arrive On Green 0.09 0.28 0.28 0.11 0.30 0.30 0.07 0.30 0.30 0.04 0.27 0.27 Sat Flow, veh/h 1767 577 1081 3428 1259 504 1767 3910 1100 1767 4425 665 Grp Volume(v), veh/h 123 0 46 265 0 21 76 607 298 27 540 278 Grp Sat Flow(s),veh/h/ln 1767 0 1658 1714 0 1763 1767 1689 1632 1767 1689 1713 Q Serve(g_s), s 4.7 0.0 1.4 5.2 0.0 0.6 2.9 10.6 10.8 1.0 9.6 9.8 Cycle Q Clear(g_c), s 4.7 0.0 1.4 5.2 0.0 0.6 2.9 10.6 10.8 1.0 9.6 9.8 Prop In Lane 1.00 0.65 1.00 0.29 1.00 0.67 1.00 0.39
Lane Grp Cap(c), veh/h 162 0 466 392 0 536 117 1024 495 62 918 466 V/C Ratio(X) 0.76 0.00 0.10 0.68 0.00 0.04 0.65 0.59 0.60 0.44 0.59 0.60 Avail Cap(c_a), veh/h 636 0 477 1234 0 536 636 2430 1175 636 2430 1233 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 30.8 0.0 18.5 29.5 0.0 17.0 31.6 20.6 20.6 32.8 21.9 22.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.0 0.0 0.0 5.9 0.5 1.2 4.8 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.5 2.2 0.0 0.2 1.4 3.9 3.9 0.5 3.6 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 18.6 31.6 0.0 17.1 37.5 21.1 21.8 37.6 22.5 23.2 LnGrp LOS D A B C A B DCCDCC
Approach Vol, veh/h 169 286 981 845
Approach Delay, s/veh 32.7 30.5 22.6 23.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 26.1 10.9 25.6 9.1 23.9 12.5 24.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 20.0 25.0 50.0 25.0 20.0 Max Q Clear Time (g_c+I1), s 3.0 12.8 6.7 2.6 4.9 11.8 7.2 3.4 Green Ext Time (p_c), s 0.0 7.0 0.3 0.0 0.1 6.1 0.8 0.1 Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 219 of 607 ends

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 0 107 0 0 0 324 899 3 1 966 77 Future Volume (veh/h) 86 0 107 0 0 0 324 899 3 1 966 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 1.00 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 89 0 11 0 0 0 334 927 3 1 996 73
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 213 0 149 0 336 0 429 3925 13 3 3027 221
Arrive On Green 0.10 0.00 0.10 0.00 0.00 0.00 0.13 0.75 0.75 0.00 0.63 0.63 Sat Flow, veh/h 1397 0 1563 0 3711 0 3428 5212 17 1767 4807 352 Grp Volume(v), veh/h 89 0 11 0 0 0 334 601 329 1 699 370 Grp Sat Flow(s),veh/h/ln 1397 0 1563 0 1763 0 1714 1689 1852 1767 1689 1782 Q Serve(g_s), s 5.5 0.0 0.6 0.0 0.0 0.0 8.5 4.8 4.8 0.1 8.7 8.7 Cycle Q Clear(g_c), s 5.5 0.0 0.6 0.0 0.0 0.0 8.5 4.8 4.8 0.1 8.7 8.7 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.01 1.00 0.20
Lane Grp Cap(c), veh/h 213 0 149 0 336 0 429 2543 1395 3 2126 1122 V/C Ratio(X) 0.42 0.00 0.07 0.00 0.00 0.00 0.78 0.24 0.24 0.34 0.33 0.33 Avail Cap(c_a), veh/h 616 0 599 0 1351 0 724 2543 1395 236 2126 1122 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 0.00 0.00 0.00 0.70 0.70 0.70 0.75 0.75 0.75 Uniform Delay (d), s/veh 39.3 0.0 37.1 0.0 0.0 0.0 38.2 3.3 3.3 44.9 7.8 7.8 Incr Delay (d2), s/veh 1.3 0.0 0.2 0.0 0.0 0.0 2.2 0.2 0.3 45.5 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.2 0.0 0.0 0.0 3.6 1.2 1.3 0.1 2.8 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 0.0 37.3 0.0 0.0 0.0 40.3 3.5 3.6 90.4 8.1 8.4 LnGrp LOS D A D A A A D A A F A A
Approach Vol, veh/h 100 0 1264 1070
Approach Delay, s/veh 40.3 0.0 13.3 8.3
Approach LOS D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 72.8 13.1 15.3 61.7 13.1
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 12.0 30.0 34.5 19.0 23.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 6.8 0.0 10.5 10.7 7.5
Green Ext Time (p_c), s 0.0 6.3 0.0 0.8 5.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B

Page 220 of 607 ends

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 540 1322 0 0 1324 387 474 4 483 0 0 0 Future Volume (veh/h) 540 1322 0 0 1324 387 474 4 483 0 0 0 Initial Q (Qb), veh 000000000
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 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 574 1406 0 0 1409 0 507 0 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 330033333
Cap, veh/h 612 2446 0 0 1502 704 0 625
Arrive On Green 0.18 0.69 0.00 0.00 0.48 0.00 0.20 0.00 0.20 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3140
Grp Volume(v), veh/h 574 1406 0 0 1409 0 507 0 514
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1570 Q Serve(g_s), s 13.9 17.1 0.0 0.0 35.7 0.0 11.3 0.0 13.2 Cycle Q Clear(g_c), s 13.9 17.1 0.0 0.0 35.7 0.0 11.3 0.0 13.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 612 2446 0 0 1502 704 0 625
V/C Ratio(X) 0.94 0.57 0.00 0.00 0.94 0.72 0.00 0.82
Avail Cap(c_a), veh/h 612 2446 0 0 1502 926 0 822
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 1.00 0.00 0.00 0.76 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.0 6.6 0.0 0.0 20.7 0.0 31.4 0.0 32.2 Incr Delay (d2), s/veh 21.9 1.0 0.0 0.0 9.4 0.0 1.1 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 5.1 0.0 0.0 9.0 0.0 4.7 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.0 7.5 0.0 0.0 30.1 0.0 32.5 0.0 36.1 LnGrp LOS EAAAC CAD
Approach Vol, veh/h 1980 1409 A 1021
Approach Delay, s/veh 21.6 30.1 34.4
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.3 18.0 45.3 20.7
Change Period (Y+Rc), s 5.0 3.0 * 5 4.0
Max Green Setting (Gmax), s 53.0 15.0 * 36 22.0
Max Q Clear Time (g_c+I1), s 19.1 15.9 37.7 15.2
Green Ext Time (p_c), s 22.9 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
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 [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 221 of 607 ends

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 704 881 120 110 730 441 159 78 84 399 47 738 Future Volume (veh/h) 704 881 120 110 730 441 159 78 84 399 47 738 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 718 899 0 112 745 0 162 80 0 407 48 169 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 1515 2885 279 996 256 276 343 216 322
Arrive On Green 0.44 0.57 0.00 0.08 0.20 0.00 0.07 0.08 0.00 0.10 0.12 0.12 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 718 899 0 112 745 0 162 80 0 407 48 169 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 17.7 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 2.7 Cycle Q Clear(g_c), s 17.7 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1515 2885 279 996 256 276 343 216 322 V/C Ratio(X) 0.47 0.31 0.40 0.75 0.63 0.29 1.19 0.22 0.53 Avail Cap(c_a), veh/h 1515 2885 371 1456 343 896 343 472 703 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) 0.70 0.70 0.00 0.87 0.87 0.00 1.00 1.00 0.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 23.6 13.5 0.0 52.3 45.4 0.0 53.9 52.2 0.0 54.0 48.1 7.8 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.3 0.5 0.0 1.0 0.2 0.0 108.3 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 7.0 4.1 0.0 1.6 6.9 0.0 2.4 1.1 0.0 10.3 1.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.7 13.7 0.0 52.6 45.9 0.0 54.9 52.4 0.0 162.3 48.3 8.3 LnGrp LOS C B D D D D F D A
Approach Vol, veh/h 1617 A 857 A 242 A 624
Approach Delay, s/veh 18.2 46.8 54.1 111.8
Approach LOS B D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 73.8 13.0 19.4 58.5 29.1 17.5 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 13.0 45.5 12.0 30.5 24.0 * 35 12.0 * 31 Max Q Clear Time (g_c+I1), s 5.7 13.1 7.5 4.8 19.7 18.6 14.0 4.6 Green Ext Time (p_c), s 0.1 4.5 0.1 0.5 0.8 3.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 45.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Page 222 of 607 ends

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1233 14 40 1214 22 30 1 38 19 0 45 Future Volume (veh/h) 60 1233 14 40 1214 22 30 1 38 19 0 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.96 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 1271 9 41 1252 22 31 1 2 20 0 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 1657 3779 1147 66 1213 21 110 9 7 155 33 27
Arrive On Green 0.97 1.00 1.00 0.04 0.30 0.30 0.03 0.00 0.00 0.05 0.00 0.02 Sat Flow, veh/h 3428 5066 1537 1767 4045 71 3428 1856 1572 3428 1856 1510 Grp Volume(v), veh/h 62 1271 9 41 825 449 31 1 2 20 0 2 Grp Sat Flow(s),veh/h/ln 1714 1689 1537 1767 1333 1450 1714 1856 1572 1714 1856 1510 Q Serve(g_s), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.1 0.7 0.0 0.1 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.1 0.7 0.0 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1657 3779 1147 66 800 435 110 9 7 155 33 27 V/C Ratio(X) 0.04 0.34 0.01 0.62 1.03 1.03 0.28 0.11 0.27 0.13 0.00 0.07 Avail Cap(c_a), veh/h 1657 3779 1147 280 800 435 286 541 459 286 541 440 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.0 0.0 0.0 56.9 42.0 42.0 56.7 59.5 46.0 55.0 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 8.3 38.4 49.1 1.9 2.1 6.9 0.1 0.0 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 0.0 0.1 0.0 1.4 15.8 18.5 0.5 0.0 0.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.0 0.2 0.0 65.2 80.4 91.1 58.7 61.5 52.9 55.2 0.0 10.8 LnGrp LOS AAAEFFEEDEAB
Approach Vol, veh/h 1342 1315 34 22
Approach Delay, s/veh 0.3 83.6 58.4 51.1
Approach LOS A F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 94.5 8.9 7.1 63.0 41.0 10.4 5.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 36.0 10.0 35.0 19.0 36.0 10.0 35.0 Max Q Clear Time (g_c+I1), s 4.7 2.0 3.1 2.1 2.1 38.0 2.7 2.1 Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D

Page 223 of 607 ends

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 150 811 130 267 690 49 407 475 141 9 83 47 Future Volume (vph) 150 811 130 267 690 49 407 475 141 9 83 47 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 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
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3875 1568 4981 3400 3369 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3875 1568 4981 3400 3369 1752
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 152 819 131 270 697 49 411 480 142 9 84 47 RTOR Reduction (vph) 0 0 0 132 60000000
Lane Group Flow (vph) 152 950 0 138 740 0 411 631 0 0 0 131 Confl. Peds. (#/hr) 14 2
Confl. Bikes (#/hr) 2 2 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 10.7 61.2 61.2 46.0 25.5 30.3 14.0 Effective Green, g (s) 10.7 61.2 61.2 46.0 25.5 30.3 14.0 Actuated g/C Ratio 0.09 0.51 0.51 0.38 0.21 0.25 0.12
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 303 1976 799 1909 722 850 204
v/s Ratio Prot 0.04 c0.25 0.15 0.12 c0.19 c0.07
v/s Ratio Perm 0.09
v/c Ratio 0.50 0.48 0.17 0.39 0.57 0.74 0.64
Uniform Delay, d1 52.1 19.1 15.8 26.8 42.3 41.3 50.6
Progression Factor 0.69 1.05 3.23 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.2 0.1 0.6 1.0 3.8 6.7
Delay (s) 37.3 20.3 51.1 27.4 43.4 45.0 57.4
Level of Service D C D C D D E
Approach Delay (s) 28.2 27.4 44.4
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Page 224 of 607 ends

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 877 608 199 1376 699 201
Future Volume (veh/h) 877 608 199 1376 699 201
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 904 0 205 1419 721 44
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 333333
Cap, veh/h 2628 229 3434 850 390
Arrive On Green 0.52 0.00 0.13 0.68 0.25 0.25
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 904 0 205 1419 721 44
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 14.1 0.0 15.4 16.9 27.0 2.9
Cycle Q Clear(g_c), s 14.1 0.0 15.4 16.9 27.0 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2628 229 3434 850 390
V/C Ratio(X) 0.34 0.90 0.41 0.85 0.11
Avail Cap(c_a), veh/h 2628 262 3434 1244 571
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.92 0.92 0.72 0.72
Uniform Delay (d), s/veh 19.0 0.0 57.9 9.7 48.3 39.3
Incr Delay (d2), s/veh 0.4 0.0 24.5 0.1 3.4 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 5.5 0.0 8.4 5.8 11.9 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 82.4 9.8 51.7 39.4
LnGrp LOS B F A D D
Approach Vol, veh/h 904 A 1624 765
Approach Delay, s/veh 19.4 19.0 51.0
Approach LOS B B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.5 75.0 38.5 96.5
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 52.0 49.0 76.0
Max Q Clear Time (g_c+I1), s 17.4 16.1 29.0 18.9
Green Ext Time (p_c), s 0.1 10.0 4.4 21.6
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 225 of 607 ends

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 992 70 124 1424 6 133 1 124 5 7 18 Future Volume (veh/h) 13 992 70 124 1424 6 133 1 124 5 7 18 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 1033 0 129 1483 6 140 00570
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 43 3443 151 3858 16 234 0 18 26 0
Arrive On Green 0.02 0.68 0.00 0.17 1.00 1.00 0.07 0.00 0.00 0.02 0.02 0.00 Sat Flow, veh/h 1767 5233 0 1767 5208 21 3534 0 1572 757 1060 0 Grp Volume(v), veh/h 14 1033 0 129 962 527 140 0 0 12 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1852 1767 0 1572 1818 0 0 Q Serve(g_s), s 1.1 11.1 0.0 9.6 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 1.1 11.1 0.0 9.6 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.01 1.00 1.00 0.42 0.00
Lane Grp Cap(c), veh/h 43 3443 151 2502 1372 234 0 44 0 0 V/C Ratio(X) 0.33 0.30 0.85 0.38 0.38 0.60 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 288 3443 209 2502 1372 288 0 431 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.00 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 64.8 8.7 0.0 55.2 0.0 0.0 61.3 0.0 0.0 64.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.2 0.0 15.2 0.1 0.2 0.9 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.8 0.0 4.5 0.0 0.1 2.4 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 8.9 0.0 70.3 0.1 0.2 62.2 0.0 0.0 65.9 0.0 0.0 LnGrp LOS E A EAAEA EAA
Approach Vol, veh/h 1047 A 1618 140 A 12
Approach Delay, s/veh 9.7 5.8 62.2 65.9
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 97.3 14.0 7.3 105.5 8.3
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 16.0 56.5 11.0 22.0 50.5 32.0 Max Q Clear Time (g_c+I1), s 11.6 13.1 7.2 3.1 2.0 2.9
Green Ext Time (p_c), s 0.1 12.6 0.1 0.0 20.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

Page 226 of 607 ends

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 946 60 149 1341 27 117 20 261 35 12 96 Future Volume (veh/h) 68 946 60 149 1341 27 117 20 261 35 12 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.98 0.98 0.99 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 71 985 59 155 1397 0 122 21 32 36 12 8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 110 3330 199 178 3647 196 205 171 186 205 171 Arrive On Green 0.12 1.00 1.00 0.20 1.00 0.00 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1767 4887 292 1767 5066 1572 1360 1856 1547 1321 1856 1547 Grp Volume(v), veh/h 71 680 364 155 1397 0 122 21 32 36 12 8 Grp Sat Flow(s),veh/h/ln 1767 1689 1802 1767 1689 1572 1360 1856 1547 1321 1856 1547 Q Serve(g_s), s 5.2 0.0 0.0 11.5 0.0 0.0 11.9 1.4 2.5 3.4 0.8 0.6 Cycle Q Clear(g_c), s 5.2 0.0 0.0 11.5 0.0 0.0 12.7 1.4 2.5 4.8 0.8 0.6 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 2301 1228 178 3647 196 205 171 186 205 171 V/C Ratio(X) 0.65 0.30 0.30 0.87 0.38 0.62 0.10 0.19 0.19 0.06 0.05 Avail Cap(c_a), veh/h 236 2301 1228 367 3647 398 481 401 382 481 401 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.93 0.93 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 0.0 0.0 53.1 0.0 0.0 59.4 54.0 54.5 56.1 53.7 53.7 Incr Delay (d2), s/veh 2.2 0.1 0.2 4.7 0.3 0.0 1.2 0.1 0.2 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.1 4.8 0.1 0.0 4.2 0.7 1.0 1.2 0.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.1 0.2 57.8 0.3 0.0 60.6 54.1 54.7 56.3 53.8 53.7 LnGrp LOS EAAEA EDDEDD
Approach Vol, veh/h 1115 1552 A 175 56
Approach Delay, s/veh 3.9 6.0 58.8 55.4
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.4 102.7 19.9 17.6 97.5 19.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 18.0 67.5 35.0 28.0 57.5 35.0 Max Q Clear Time (g_c+I1), s 7.2 2.0 14.7 13.5 2.0 6.8
Green Ext Time (p_c), s 0.0 21.9 0.3 0.2 12.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 227 of 607 ends

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1480 36 79 875 191 31 53 186 616 37 466 Future Volume (veh/h) 0 1480 36 79 875 191 31 53 186 616 37 466 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1542 36 82 911 0 32 55 0 642 131 101 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 033333333333
Cap, veh/h 0 2334 54 125 3129 113 119 101 719 377 320
Arrive On Green 0.00 1.00 1.00 0.07 0.62 0.00 0.06 0.06 0.00 0.20 0.20 0.20 Sat Flow, veh/h 0 4975 105 1767 5233 0 1767 1856 1572 3534 1856 1572 Grp Volume(v), veh/h 0 951 627 82 911 0 32 55 0 642 131 101 Grp Sat Flow(s),veh/h/ln 0 1392 1833 1767 1689 0 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 0.0 0.0 0.0 6.1 11.3 0.0 2.3 3.9 0.0 23.9 8.2 7.4 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.1 11.3 0.0 2.3 3.9 0.0 23.9 8.2 7.4 Prop In Lane 0.00 0.06 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1440 948 125 3129 113 119 101 719 377 320 V/C Ratio(X) 0.00 0.66 0.66 0.66 0.29 0.28 0.46 0.00 0.89 0.35 0.32 Avail Cap(c_a), veh/h 0 1440 948 196 3129 170 179 151 969 509 431 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.91 0.97 0.97 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 61.1 12.0 0.0 60.2 60.9 0.0 52.3 46.1 45.8 Incr Delay (d2), s/veh 0.0 2.2 3.3 2.1 0.1 0.0 0.5 1.0 0.0 6.9 0.2 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 0.0 0.4 0.9 2.8 4.1 0.0 1.1 1.9 0.0 11.1 3.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.2 3.3 63.3 12.1 0.0 60.7 62.0 0.0 59.3 46.3 46.0 LnGrp LOS AAAEB EEAEDD
Approach Vol, veh/h 1578 993 A 87 874
Approach Delay, s/veh 2.6 16.3 61.5 55.8
Approach LOS ABEE
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 13.5 75.3 13.7 88.9 32.5
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 50.5 13.0 69.5 37.0
Max Q Clear Time (g_c+I1), s 8.1 2.0 5.9 13.3 25.9
Green Ext Time (p_c), s 0.0 22.9 0.1 11.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

Page 228 of 607 ends

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 1281 555 54 910 207 218 462 103 0 0 0 Future Volume (veh/h) 12 1281 555 54 910 207 218 462 103 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 1321 520 56 938 126 225 476 106 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333
Cap, veh/h 35 2165 839 115 4030 1115 667 558 123
Arrive On Green 1.00 1.00 1.00 0.07 0.72 0.72 0.19 0.19 0.19 Sat Flow, veh/h 13 3441 1333 1767 5567 1540 3428 2868 635 Grp Volume(v), veh/h 704 592 556 56 938 126 225 291 291 Grp Sat Flow(s),veh/h/ln 1824 1537 1427 1767 1856 1540 1714 1763 1740 Q Serve(g_s), s 0.0 0.0 0.0 4.1 7.6 3.3 7.6 21.5 21.8
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.1 7.6 3.3 7.6 21.5 21.8 Prop In Lane 0.02 0.93 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 1175 967 898 115 4030 1115 667 343 339 V/C Ratio(X) 0.60 0.61 0.62 0.49 0.23 0.11 0.34 0.85 0.86 Avail Cap(c_a), veh/h 1175 967 898 209 4030 1115 927 477 470 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.48 0.48 0.48 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 60.9 6.2 5.6 46.9 52.5 52.6 Incr Delay (d2), s/veh 1.1 1.4 1.6 1.1 0.0 0.1 0.1 7.6 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 1.9 2.7 1.0 3.3 10.2 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.1 1.4 1.6 62.1 6.2 5.7 47.0 60.1 61.0 LnGrp LOS AAAEAADEE
Approach Vol, veh/h 1853 1120 807
Approach Delay, s/veh 1.3 9.0 56.8
Approach LOS A A E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.8 90.5 31.8 103.2
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 67.5 36.5 87.5
Max Q Clear Time (g_c+I1), s 6.1 2.0 23.8 9.6
Green Ext Time (p_c), s 0.0 34.9 2.3 13.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Page 229 of 607 ends

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 117 117 25 39 31 176 424 26 23 567 238 Future Volume (veh/h) 393 117 117 25 39 31 176 424 26 23 567 238 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 405 121 26 26 40 2 181 437 24 24 585 121 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 330 193 162 49 120 6 206 3485 190 47 2180 945 Arrive On Green 0.10 0.10 0.10 0.03 0.04 0.04 0.12 0.71 0.71 0.03 0.62 0.62 Sat Flow, veh/h 3428 1856 1563 1767 3418 170 1767 4917 268 1767 3526 1528 Grp Volume(v), veh/h 405 121 26 26 20 22 181 299 162 24 585 121 Grp Sat Flow(s),veh/h/ln 1714 1856 1563 1767 1763 1825 1767 1689 1807 1767 1763 1528 Q Serve(g_s), s 13.0 8.4 2.0 2.0 1.5 1.6 13.6 3.8 3.9 1.8 10.2 4.4 Cycle Q Clear(g_c), s 13.0 8.4 2.0 2.0 1.5 1.6 13.6 3.8 3.9 1.8 10.2 4.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 330 193 162 49 62 64 206 2394 1281 47 2180 945 V/C Ratio(X) 1.23 0.63 0.16 0.53 0.33 0.33 0.88 0.12 0.13 0.51 0.27 0.13 Avail Cap(c_a), veh/h 330 357 301 484 653 676 327 2394 1281 144 2180 945 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 0.97 0.97 0.97 0.72 0.72 0.72 Uniform Delay (d), s/veh 61.0 58.0 55.1 64.8 63.6 63.6 58.7 6.3 6.3 64.9 11.8 10.7 Incr Delay (d2), s/veh 125.9 1.3 0.2 3.3 1.1 1.1 9.3 0.1 0.2 2.3 0.2 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 11.4 4.0 0.8 0.9 0.7 0.7 6.6 1.3 1.5 0.8 4.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 186.9 59.2 55.3 68.1 64.7 64.7 67.9 6.4 6.5 67.2 12.0 10.9 LnGrp LOS F EEEEEEAAEBB
Approach Vol, veh/h 552 68 642 730
Approach Delay, s/veh 152.8 66.0 23.8 13.6
Approach LOS F E C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 100.7 17.0 9.8 19.8 88.5 7.7 19.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 43.0 13.0 50.0 25.0 29.0 37.0 26.0 Max Q Clear Time (g_c+I1), s 3.8 5.9 15.0 3.6 15.6 12.2 4.0 10.4 Green Ext Time (p_c), s 0.0 1.9 0.0 0.1 0.2 5.4 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 57.2
HCM 6th LOS E

Page 230 of 607 ends

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 173 41 64 82 22 66 70 426 37 54 525 205 Future Volume (veh/h) 173 41 64 82 22 66 70 426 37 54 525 205 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 184 44 35 87 23 0 74 453 34 57 559 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 244 80 64 168 115 0 94 3186 237 77 2453 806
Arrive On Green 0.07 0.08 0.08 0.05 0.06 0.00 0.11 1.00 1.00 0.04 0.65 0.65 Sat Flow, veh/h 3428 954 759 3428 1856 0 1767 4811 357 1767 3756 1234 Grp Volume(v), veh/h 184 0 79 87 23 0 74 317 170 57 501 247 Grp Sat Flow(s),veh/h/ln 1714 0 1713 1714 1856 0 1767 1689 1791 1767 1689 1613 Q Serve(g_s), s 6.1 0.0 5.1 2.8 1.4 0.0 4.7 0.0 0.0 3.7 7.0 7.2 Cycle Q Clear(g_c), s 6.1 0.0 5.1 2.8 1.4 0.0 4.7 0.0 0.0 3.7 7.0 7.2 Prop In Lane 1.00 0.44 1.00 0.00 1.00 0.20 1.00 0.77
Lane Grp Cap(c), veh/h 244 0 144 168 115 0 94 2237 1186 77 2205 1053 V/C Ratio(X) 0.76 0.00 0.55 0.52 0.20 0.00 0.79 0.14 0.14 0.74 0.23 0.23 Avail Cap(c_a), veh/h 313 0 499 313 541 0 161 2237 1186 161 2205 1053 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.99 0.99 0.99 0.96 0.96 0.96 Uniform Delay (d), s/veh 52.4 0.0 50.6 53.4 51.2 0.0 50.8 0.0 0.0 54.3 8.1 8.2 Incr Delay (d2), s/veh 7.6 0.0 3.2 2.5 0.8 0.0 13.4 0.1 0.3 12.3 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 2.3 1.3 0.7 0.0 2.3 0.0 0.1 1.9 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.0 53.8 55.8 52.1 0.0 64.2 0.1 0.3 66.6 8.4 8.7 LnGrp LOS E A D E D AEAAEAA
Approach Vol, veh/h 263 110 561 805
Approach Delay, s/veh 58.1 55.0 8.6 12.6
Approach LOS EEAB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 80.1 10.1 14.2 9.5 81.2 12.7 11.6 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 42.0 10.5 33.5 10.5 42.0 10.5 33.5 Max Q Clear Time (g_c+I1), s 6.7 9.2 4.8 7.1 5.7 2.0 8.1 3.4 Green Ext Time (p_c), s 0.0 5.4 0.1 0.4 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C

Page 231 of 607 ends

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 13 154 51 4 51 337 251 9 66 431 131 Future Volume (veh/h) 138 13 154 51 4 51 337 251 9 66 431 131 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 154 0 9 53 4 17 351 261 8 69 449 99 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 263 0 115 83 6 27 313 2259 69 88 2523 540
Arrive On Green 0.07 0.00 0.07 0.07 0.07 0.07 0.15 1.00 1.00 0.07 0.81 0.81 Sat Flow, veh/h 3534 0 1547 1228 93 394 3428 3491 107 1767 4165 891 Grp Volume(v), veh/h 154 0 9 74 0 0 351 131 138 69 361 187 Grp Sat Flow(s),veh/h/ln 1767 0 1547 1715 0 0 1714 1763 1835 1767 1689 1679 Q Serve(g_s), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.8 2.9 Cycle Q Clear(g_c), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.8 2.9 Prop In Lane 1.00 1.00 0.72 0.23 1.00 0.06 1.00 0.53
Lane Grp Cap(c), veh/h 263 0 115 116 0 0 313 1141 1188 88 2046 1017 V/C Ratio(X) 0.59 0.00 0.08 0.64 0.00 0.00 1.12 0.12 0.12 0.78 0.18 0.18 Avail Cap(c_a), veh/h 876 0 383 425 0 0 313 1141 1188 161 2046 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.98 0.98 0.98 0.97 0.97 0.97 Uniform Delay (d), s/veh 51.5 0.0 49.5 52.2 0.0 0.0 48.7 0.0 0.0 53.1 4.7 4.7 Incr Delay (d2), s/veh 2.1 0.0 0.3 5.7 0.0 0.0 87.2 0.2 0.2 13.4 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 2.2 0.0 0.3 2.3 0.0 0.0 7.9 0.1 0.1 2.3 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 0.0 49.8 57.9 0.0 0.0 135.9 0.2 0.2 66.5 4.9 5.1 LnGrp LOS D A D E A A F AAEAA
Approach Vol, veh/h 163 74 620 617
Approach Delay, s/veh 53.4 57.9 77.0 11.8
Approach LOS D E E B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 79.4 13.1 15.0 74.7 12.3
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 10.5 29.0 28.5 10.5 29.0 28.5 Max Q Clear Time (g_c+I1), s 6.4 2.0 6.8 12.5 4.9 6.8
Green Ext Time (p_c), s 0.0 1.5 0.5 0.0 3.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Page 232 of 607 ends

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 9 56 174 7 15 42 557 139 20 629 56 Future Volume (veh/h) 67 9 56 174 7 15 42 557 139 20 629 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 67 9 9 174 7 2 42 557 112 20 629 49 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 333333333333
Cap, veh/h 86 158 158 234 283 81 68 2376 469 44 2614 202 Arrive On Green 0.05 0.19 0.19 0.07 0.21 0.21 0.04 0.56 0.56 0.05 1.00 1.00 Sat Flow, veh/h 1767 850 850 3428 1378 394 1767 4242 837 1767 4785 370 Grp Volume(v), veh/h 67 0 18 174 0 9 42 441 228 20 442 236 Grp Sat Flow(s),veh/h/ln 1767 0 1701 1714 0 1772 1767 1689 1702 1767 1689 1777 Q Serve(g_s), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.6 7.8 1.3 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.6 7.8 1.3 0.0 0.0 Prop In Lane 1.00 0.50 1.00 0.22 1.00 0.49 1.00 0.21
Lane Grp Cap(c), veh/h 86 0 317 234 0 364 68 1892 953 44 1845 971 V/C Ratio(X) 0.78 0.00 0.06 0.74 0.00 0.02 0.62 0.23 0.24 0.46 0.24 0.24 Avail Cap(c_a), veh/h 161 0 584 313 0 609 161 1892 953 161 1845 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.99 0.96 0.96 0.96 Uniform Delay (d), s/veh 54.1 0.0 38.5 52.6 0.0 36.5 54.4 12.8 12.8 53.9 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.0 0.1 6.5 0.0 0.0 8.7 0.3 0.6 7.1 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.4 2.7 0.0 0.2 1.4 2.9 3.0 0.6 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 0.0 38.6 59.1 0.0 36.5 63.1 13.1 13.4 61.0 0.3 0.6 LnGrp LOS E A D E A D EBBEAA
Approach Vol, veh/h 85 183 711 698
Approach Delay, s/veh 61.8 57.9 16.1 2.1
Approach LOS EEBA
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 69.4 10.1 28.1 8.9 67.8 12.3 25.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.0 10.5 39.5 10.5 36.0 10.5 39.5 Max Q Clear Time (g_c+I1), s 3.3 9.8 6.3 2.5 4.7 2.0 7.7 3.0 Green Ext Time (p_c), s 0.0 4.5 0.0 0.0 0.0 4.7 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B

Page 233 of 607 ends

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 0 50 7 1 4 249 657 10 1 820 69 Future Volume (veh/h) 60 0 50 7 1 4 249 657 10 1 820 69 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 1.00 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 0 16 7 1 0 257 677 9 1 845 65
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 249 0 190 191 198 0 348 3732 50 3 2993 229
Arrive On Green 0.12 0.00 0.12 0.12 0.12 0.00 0.10 0.72 0.72 0.00 0.62 0.62 Sat Flow, veh/h 1368 0 1538 900 1689 0 3428 5151 68 1767 4790 367 Grp Volume(v), veh/h 62 0 16 7 1 0 257 444 242 1 595 315 Grp Sat Flow(s),veh/h/ln 1368 0 1538 900 1604 0 1714 1689 1842 1767 1689 1779 Q Serve(g_s), s 3.7 0.0 0.8 0.4 0.0 0.0 6.6 3.7 3.8 0.1 7.2 7.3 Cycle Q Clear(g_c), s 3.8 0.0 0.8 4.2 0.0 0.0 6.6 3.7 3.8 0.1 7.2 7.3 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.04 1.00 0.21
Lane Grp Cap(c), veh/h 249 0 190 191 198 0 348 2447 1335 3 2110 1112 V/C Ratio(X) 0.25 0.00 0.08 0.04 0.01 0.00 0.74 0.18 0.18 0.34 0.28 0.28 Avail Cap(c_a), veh/h 606 0 590 545 615 0 686 2447 1335 216 2110 1112 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.87 0.87 0.87 0.97 0.97 0.97 Uniform Delay (d), s/veh 36.2 0.0 34.9 38.1 34.6 0.0 39.3 3.9 3.9 44.9 7.7 7.7 Incr Delay (d2), s/veh 0.5 0.0 0.2 0.1 0.0 0.0 2.7 0.1 0.3 57.0 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 1.3 0.0 0.3 0.1 0.0 0.0 2.8 1.0 1.1 0.1 2.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 0.0 35.1 38.2 34.6 0.0 42.0 4.1 4.2 101.8 8.0 8.3 LnGrp LOS D A D D C A D A A F A A
Approach Vol, veh/h 78 8 943 911
Approach Delay, s/veh 36.4 37.8 14.4 8.2
Approach LOS D D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 70.2 15.6 13.1 61.2 15.6
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 11.0 31.0 34.5 18.0 24.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 5.8 6.2 8.6 9.3 5.8
Green Ext Time (p_c), s 0.0 4.5 0.0 0.6 5.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B

Page 234 of 607 ends

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 513 1678 0 0 1053 420 290 2 240 0 0 0 Future Volume (veh/h) 513 1678 0 0 1053 420 290 2 240 0 0 0 Initial Q (Qb), veh 000000000
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 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 534 1748 0 0 1097 0 303 0 250
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 330033333
Cap, veh/h 1255 2808 0 0 1223 402 0 357
Arrive On Green 0.37 0.80 0.00 0.00 0.39 0.00 0.11 0.00 0.11 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3145
Grp Volume(v), veh/h 534 1748 0 0 1097 0 303 0 250
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1572 Q Serve(g_s), s 11.7 20.0 0.0 0.0 32.9 0.0 8.3 0.0 7.7
Cycle Q Clear(g_c), s 11.7 20.0 0.0 0.0 32.9 0.0 8.3 0.0 7.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1255 2808 0 0 1223 402 0 357
V/C Ratio(X) 0.43 0.62 0.00 0.00 0.90 0.75 0.00 0.70
Avail Cap(c_a), veh/h 1255 2808 0 0 1284 954 0 849
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 1.00 0.00 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.8 4.1 0.0 0.0 28.6 0.0 43.0 0.0 42.7 Incr Delay (d2), s/veh 0.1 1.1 0.0 0.0 7.4 0.0 1.1 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 %ile BackOfQ(50%),veh/ln 4.6 4.8 0.0 0.0 8.6 0.0 3.6 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 5.2 0.0 0.0 36.0 0.0 44.1 0.0 43.6 LnGrp LOS C A A A D D A D
Approach Vol, veh/h 2282 1097 A 553
Approach Delay, s/veh 9.5 36.0 43.9
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 84.6 41.6 43.0 15.4
Change Period (Y+Rc), s 5.0 5.0 * 4 4.0
Max Green Setting (Gmax), s 64.0 21.0 * 41 27.0
Max Q Clear Time (g_c+I1), s 22.0 13.7 34.9 10.3
Green Ext Time (p_c), s 33.1 0.7 4.2 1.1
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
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 [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 235 of 607 ends

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 447 1309 69 73 838 388 179 50 87 420 41 494 Future Volume (veh/h) 447 1309 69 73 838 388 179 50 87 420 41 494 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 456 1336 0 74 855 0 183 51 0 429 42 89 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 1463 2899 231 1025 233 236 503 291 434
Arrive On Green 0.43 0.57 0.00 0.07 0.20 0.00 0.07 0.07 0.00 0.15 0.16 0.16 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 456 1336 0 74 855 0 183 51 0 429 42 89 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 12.3 21.4 0.0 2.9 22.7 0.0 7.4 1.9 0.0 17.1 2.7 1.6 Cycle Q Clear(g_c), s 12.3 21.4 0.0 2.9 22.7 0.0 7.4 1.9 0.0 17.1 2.7 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1463 2899 231 1025 233 236 503 291 434 V/C Ratio(X) 0.31 0.46 0.32 0.83 0.79 0.22 0.85 0.14 0.21 Avail Cap(c_a), veh/h 1463 2899 269 1284 367 768 661 364 544 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) 0.71 0.71 0.00 0.86 0.86 0.00 1.00 1.00 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 26.5 17.4 0.0 62.2 53.6 0.0 64.3 61.8 0.0 58.2 50.9 8.3 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 2.8 0.0 2.2 0.2 0.0 9.1 0.1 0.1 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 5.1 8.3 0.0 1.3 9.8 0.0 3.3 0.9 0.0 8.0 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 17.8 0.0 62.5 56.4 0.0 66.5 62.0 0.0 67.3 51.0 8.4 LnGrp LOS C B E E E E E D A
Approach Vol, veh/h 1792 A 929 A 234 A 560
Approach Delay, s/veh 20.0 56.9 65.5 56.7
Approach LOS C E E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 85.6 13.5 27.4 65.2 33.8 26.1 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 11.0 52.5 15.0 27.5 28.0 * 36 27.0 * 31 Max Q Clear Time (g_c+I1), s 4.9 23.4 9.4 4.7 14.3 24.7 19.1 3.9 Green Ext Time (p_c), s 0.0 7.5 0.2 0.3 0.8 3.1 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Page 236 of 607 ends

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1719 18 50 1094 19 85 4 116 99 2 114 Future Volume (veh/h) 53 1719 18 50 1094 19 85 4 116 99 2 114 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.96 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 56 1809 12 53 1152 19 89 4 3 104 2 3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 1573 3809 1149 68 1343 22 142 26 22 180 47 38 Arrive On Green 0.15 0.25 0.25 0.04 0.33 0.33 0.04 0.01 0.01 0.05 0.03 0.03 Sat Flow, veh/h 3428 5066 1528 1767 4050 67 3428 1856 1535 3428 1856 1517 Grp Volume(v), veh/h 56 1809 12 53 758 413 89 4 3 104 2 3 Grp Sat Flow(s),veh/h/ln 1714 1689 1528 1767 1333 1451 1714 1856 1535 1714 1856 1517 Q Serve(g_s), s 2.0 42.6 0.8 4.2 37.2 37.2 3.6 0.3 0.2 4.1 0.1 0.1 Cycle Q Clear(g_c), s 2.0 42.6 0.8 4.2 37.2 37.2 3.6 0.3 0.2 4.1 0.1 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1573 3809 1149 68 884 481 142 26 22 180 47 38 V/C Ratio(X) 0.04 0.47 0.01 0.78 0.86 0.86 0.63 0.15 0.14 0.58 0.04 0.08 Avail Cap(c_a), veh/h 1573 3809 1149 139 971 528 514 490 406 514 490 401 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 29.1 13.4 66.7 43.7 43.7 66.0 68.2 53.8 64.8 66.6 13.9 Incr Delay (d2), s/veh 0.0 0.4 0.0 15.7 7.0 12.1 6.3 1.0 1.1 1.1 0.1 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 0.8 19.5 0.3 2.2 13.0 14.8 1.7 0.2 0.1 1.9 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 29.4 13.4 82.4 50.7 55.8 72.3 69.2 54.9 65.9 66.7 14.2 LnGrp LOS C C B F D E E E D E E B
Approach Vol, veh/h 1877 1224 96 109
Approach Delay, s/veh 29.4 53.8 71.6 64.5
Approach LOS C D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 110.3 10.8 8.5 69.2 51.4 12.3 7.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 51.0 21.0 37.0 11.0 51.0 21.0 37.0 Max Q Clear Time (g_c+I1), s 6.2 44.6 5.6 2.1 4.0 39.2 6.1 2.3 Green Ext Time (p_c), s 0.0 4.4 0.3 0.0 0.1 7.2 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 40.8
HCM 6th LOS D

Page 237 of 607 ends

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 171 1303 171 332 488 29 383 465 171 4 91 61 Future Volume (vph) 171 1303 171 332 488 29 383 465 171 4 91 61 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 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
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3894 1568 4986 3400 3361 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3894 1568 4986 3400 3361 1752
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 174 1330 174 339 498 30 391 474 174 4 93 62 RTOR Reduction (vph) 0 0 0 131 40000000
Lane Group Flow (vph) 174 1504 0 208 524 0 391 652 0 0 0 155 Confl. Peds. (#/hr) 9 10 9
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Effective Green, g (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Actuated g/C Ratio 0.10 0.51 0.51 0.37 0.20 0.27 0.11
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 323 1969 793 1861 682 890 189
v/s Ratio Prot 0.05 c0.39 0.11 0.12 c0.19 c0.09
v/s Ratio Perm 0.13
v/c Ratio 0.54 0.76 0.26 0.28 0.57 0.73 0.82
Uniform Delay, d1 51.8 23.9 16.9 26.3 43.3 40.2 52.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.9 0.2 0.4 1.2 3.4 23.9
Delay (s) 53.5 25.8 17.1 26.7 44.5 43.6 76.2
Level of Service D C B C D D E
Approach Delay (s) 26.7 26.7 43.9
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 238 of 607 ends

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 352 181
Future Volume (vph) 352 181
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.97
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1520
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1520
Peak-hour factor, PHF 0.98 0.98
Adj. Flow (vph) 359 185
RTOR Reduction (vph) 0 153
Lane Group Flow (vph) 359 32
Confl. Peds. (#/hr) 16
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3%
Turn Type NA Perm
Protected Phases 4
Permitted Phases 4
Actuated Green, G (s) 20.7 20.7
Effective Green, g (s) 20.7 20.7
Actuated g/C Ratio 0.17 0.17
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 4.0 4.0
Lane Grp Cap (vph) 604 262
v/s Ratio Prot 0.10
v/s Ratio Perm 0.02
v/c Ratio 0.59 0.12
Uniform Delay, d1 45.8 42.0
Progression Factor 1.00 1.00
Incremental Delay, d2 1.8 0.3
Delay (s) 47.6 42.3
Level of Service D D
Approach Delay (s) 52.5
Approach LOS D
Intersection Summary

Page 239 of 607 ends

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 911 837 241 1252 793 281
Future Volume (veh/h) 911 837 241 1252 793 281
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 959 0 254 1318 835 93
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 333333
Cap, veh/h 2227 280 3198 978 449
Arrive On Green 0.44 0.00 0.16 0.63 0.29 0.29
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 959 0 254 1318 835 93
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 15.7 0.0 17.0 15.6 27.6 5.4
Cycle Q Clear(g_c), s 15.7 0.0 17.0 15.6 27.6 5.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2227 280 3198 978 449
V/C Ratio(X) 0.43 0.91 0.41 0.85 0.21
Avail Cap(c_a), veh/h 2227 295 3198 1228 563
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.89 0.89 0.89 0.89
Uniform Delay (d), s/veh 23.2 0.0 49.6 11.0 40.5 32.6
Incr Delay (d2), s/veh 0.6 0.0 25.9 0.1 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 0.0 9.4 5.4 12.1 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 75.6 11.1 45.4 32.9
LnGrp LOS C E B D C
Approach Vol, veh/h 959 A 1572 928
Approach Delay, s/veh 23.9 21.5 44.2
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.0 57.8 39.2 80.8
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 43.0 43.0 67.0
Max Q Clear Time (g_c+I1), s 19.0 17.7 29.6 17.6
Green Ext Time (p_c), s 0.0 9.5 4.6 18.4
Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 240 of 607 ends

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 949 131 187 1328 12 183 9 141 18 6 40 Future Volume (veh/h) 29 949 131 187 1328 12 183 9 141 18 6 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 31 1020 0 201 1428 13 204 0 0 19 6 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 333333333333
Cap, veh/h 76 2931 221 3420 31 265 0 70 22 11
Arrive On Green 0.04 0.58 0.00 0.25 1.00 1.00 0.07 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 1767 5233 0 1767 5177 47 3534 0 1572 1193 377 188 Grp Volume(v), veh/h 31 1020 0 201 932 509 204 0 0 28 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1847 1767 0 1572 1758 0 0 Q Serve(g_s), s 2.1 12.7 0.0 13.3 0.0 0.0 6.8 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.1 12.7 0.0 13.3 0.0 0.0 6.8 0.0 0.0 1.8 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 1.00 1.00 0.68 0.11
Lane Grp Cap(c), veh/h 76 2931 221 2231 1220 265 0 104 0 0 V/C Ratio(X) 0.41 0.35 0.91 0.42 0.42 0.77 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 295 2931 221 2231 1220 324 0 469 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.9 13.3 0.0 44.3 0.0 0.0 54.5 0.0 0.0 54.0 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.3 0.0 34.0 0.2 0.3 6.8 0.0 0.0 0.5 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 0.9 4.6 0.0 7.0 0.1 0.1 3.3 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 13.6 0.0 78.3 0.2 0.3 61.3 0.0 0.0 54.5 0.0 0.0 LnGrp LOS E B EAAEA DAA
Approach Vol, veh/h 1051 A 1642 204 A 28
Approach Delay, s/veh 14.9 9.8 61.3 54.5
Approach LOS B A E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 74.9 14.0 9.2 84.8 12.1
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 42.5 11.0 20.0 37.5 32.0 Max Q Clear Time (g_c+I1), s 15.3 14.7 8.8 4.1 2.0 3.8
Green Ext Time (p_c), s 0.0 10.6 0.1 0.0 17.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

Page 241 of 607 ends

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 920 55 198 1307 29 88 28 249 22 21 117 Future Volume (veh/h) 136 920 55 198 1307 29 88 28 249 22 21 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 139 939 53 202 1334 0 90 29 27 22 21 13 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 163 3214 181 231 3511 173 174 146 165 174 146 Arrive On Green 0.18 1.00 1.00 0.13 0.69 0.00 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1767 4906 276 1767 5066 1572 1356 1856 1562 1330 1856 1562 Grp Volume(v), veh/h 139 646 346 202 1334 0 90 29 27 22 21 13 Grp Sat Flow(s),veh/h/ln 1767 1689 1806 1767 1689 1572 1356 1856 1562 1330 1856 1562 Q Serve(g_s), s 9.1 0.0 0.0 13.5 13.2 0.0 7.8 1.7 1.9 1.9 1.2 0.9 Cycle Q Clear(g_c), s 9.1 0.0 0.0 13.5 13.2 0.0 9.1 1.7 1.9 3.6 1.2 0.9 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 163 2212 1183 231 3511 173 174 146 165 174 146 V/C Ratio(X) 0.85 0.29 0.29 0.88 0.38 0.52 0.17 0.18 0.13 0.12 0.09 Avail Cap(c_a), veh/h 250 2212 1183 412 3511 441 541 456 429 541 456 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 0.0 0.0 51.2 7.7 0.0 54.0 50.1 50.2 51.7 49.9 49.7 Incr Delay (d2), s/veh 8.9 0.1 0.2 4.1 0.3 0.0 0.9 0.2 0.2 0.1 0.1 0.1 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 4.0 0.0 0.1 6.1 4.3 0.0 2.7 0.8 0.8 0.6 0.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.0 0.1 0.2 55.3 8.0 0.0 54.9 50.2 50.4 51.9 50.0 49.8 LnGrp LOS EAAEA DDDDDD
Approach Vol, veh/h 1131 1536 A 146 56
Approach Delay, s/veh 7.1 14.2 53.2 50.7
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 88.7 16.2 19.7 84.1 16.2
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 17.0 53.5 35.0 28.0 42.5 35.0 Max Q Clear Time (g_c+I1), s 11.1 15.2 11.1 15.5 2.0 5.6 Green Ext Time (p_c), s 0.1 17.0 0.2 0.2 11.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 242 of 607 ends

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1106 18 64 956 200 20 20 92 876 57 799 Future Volume (veh/h) 0 1106 18 64 956 200 20 20 92 876 57 799 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.96 1.00 0.98 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 0 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1140 18 66 986 0 21 21 36 903 0 578 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 033333333333
Cap, veh/h 0 1882 30 131 2640 123 129 222 990 0 865
Arrive On Green 0.00 0.41 0.41 0.07 0.52 0.00 0.07 0.07 0.07 0.28 0.00 0.28 Sat Flow, veh/h 0 5013 72 1767 5233 0 1767 1856 1514 3534 0 3086 Grp Volume(v), veh/h 0 697 461 66 986 0 21 21 36 903 0 578 Grp Sat Flow(s),veh/h/ln 0 1392 1838 1767 1689 0 1767 1856 1514 1767 0 1543 Q Serve(g_s), s 0.0 23.5 23.5 4.3 13.9 0.0 1.3 1.3 2.5 29.6 0.0 19.9 Cycle Q Clear(g_c), s 0.0 23.5 23.5 4.3 13.9 0.0 1.3 1.3 2.5 29.6 0.0 19.9 Prop In Lane 0.00 0.04 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1152 760 131 2640 123 129 222 990 0 865 V/C Ratio(X) 0.00 0.61 0.61 0.50 0.37 0.17 0.16 0.16 0.91 0.00 0.67 Avail Cap(c_a), veh/h 0 1152 760 221 2640 177 186 268 1090 0 951 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 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.5 27.5 53.4 17.1 0.0 52.6 52.6 45.1 41.8 0.0 38.2 Incr Delay (d2), s/veh 0.0 2.4 3.6 1.0 0.1 0.0 0.2 0.2 0.1 10.2 0.0 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 0.0 7.9 10.7 1.9 5.2 0.0 0.6 0.6 0.9 13.9 0.0 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.9 31.1 54.5 17.2 0.0 52.8 52.8 45.2 52.0 0.0 39.4 LnGrp LOS A C C D B DDDDAD
Approach Vol, veh/h 1158 1052 A 78 1481
Approach Delay, s/veh 30.4 19.5 49.3 47.1
Approach LOS C B D D
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 12.9 55.1 13.3 68.0 38.6
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 36.5 12.0 55.5 37.0
Max Q Clear Time (g_c+I1), s 6.3 25.5 4.5 15.9 31.6
Green Ext Time (p_c), s 0.0 6.6 0.1 11.5 2.0
Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

Page 243 of 607 ends

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 1190 529 71 933 519 253 487 81 0 0 0 Future Volume (veh/h) 12 1190 529 71 933 519 253 487 81 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 1214 491 72 1126 356 258 497 70 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333
Cap, veh/h 38 2041 817 134 3962 1112 674 610 86
Arrive On Green 1.00 1.00 1.00 0.08 0.71 0.71 0.20 0.20 0.20 Sat Flow, veh/h 13 3387 1356 1767 5567 1563 3428 3103 435 Grp Volume(v), veh/h 650 554 513 72 1126 356 258 281 286 Grp Sat Flow(s),veh/h/ln 1802 1537 1417 1767 1856 1563 1714 1763 1775 Q Serve(g_s), s 0.0 0.0 0.0 4.7 8.8 10.2 7.8 18.3 18.5
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.7 8.8 10.2 7.8 18.3 18.5 Prop In Lane 0.02 0.96 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 1116 926 854 134 3962 1112 674 347 349 V/C Ratio(X) 0.58 0.60 0.60 0.54 0.28 0.32 0.38 0.81 0.82 Avail Cap(c_a), veh/h 1116 926 854 236 3962 1112 1071 551 555 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 53.4 6.3 6.5 41.9 46.1 46.1 Incr Delay (d2), s/veh 1.3 1.7 1.9 1.2 0.1 0.2 0.1 2.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 2.1 3.1 3.1 3.3 8.1 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.3 1.7 1.9 54.7 6.3 6.7 42.0 48.3 48.6 LnGrp LOS A A A D A A D D D
Approach Vol, veh/h 1717 1554 825
Approach Delay, s/veh 1.6 8.6 46.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.1 77.8 29.1 90.9
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 51.5 37.5 71.5
Max Q Clear Time (g_c+I1), s 6.7 2.0 20.5 12.2
Green Ext Time (p_c), s 0.0 27.1 2.5 20.5
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Page 244 of 607 ends

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 490 146 214 26 37 26 280 539 56 32 666 353 Future Volume (veh/h) 490 146 214 26 37 26 280 539 56 32 666 353 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 516 154 49 27 39 1 295 567 53 34 701 118 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 620 354 300 52 139 4 236 2811 260 60 1750 775 Arrive On Green 0.18 0.19 0.19 0.03 0.04 0.04 0.13 0.60 0.60 0.03 0.50 0.50 Sat Flow, veh/h 3428 1856 1572 1767 3512 90 1767 4718 437 1767 3526 1561 Grp Volume(v), veh/h 516 154 49 27 19 21 295 404 216 34 701 118 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1763 1839 1767 1689 1777 1767 1763 1561 Q Serve(g_s), s 17.4 8.8 3.1 1.8 1.3 1.3 16.0 6.6 6.7 2.3 15.0 4.9 Cycle Q Clear(g_c), s 17.4 8.8 3.1 1.8 1.3 1.3 16.0 6.6 6.7 2.3 15.0 4.9 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 620 354 300 52 70 73 236 2012 1059 60 1750 775 V/C Ratio(X) 0.83 0.44 0.16 0.51 0.28 0.28 1.25 0.20 0.20 0.57 0.40 0.15 Avail Cap(c_a), veh/h 886 680 577 162 353 368 236 2012 1059 162 1750 775 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 0.95 0.95 0.95 0.47 0.47 0.47 Uniform Delay (d), s/veh 47.4 42.9 40.6 57.4 56.0 56.0 52.0 11.1 11.2 57.1 19.0 16.5 Incr Delay (d2), s/veh 5.7 0.3 0.1 2.9 0.8 0.8 142.2 0.2 0.4 1.5 0.3 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 7.8 4.0 1.2 0.8 0.6 0.6 16.3 2.4 2.7 1.0 6.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.1 43.2 40.7 60.3 56.8 56.7 194.2 11.4 11.6 58.6 19.3 16.7 LnGrp LOS D D D E E E F BBEBB
Approach Vol, veh/h 719 67 915 853
Approach Delay, s/veh 50.1 58.2 70.3 20.5
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 76.5 25.7 9.7 20.0 64.6 7.6 27.9 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 36.0 31.0 24.0 16.0 31.0 11.0 44.0 Max Q Clear Time (g_c+I1), s 4.3 8.7 19.4 3.3 18.0 17.0 3.8 10.8 Green Ext Time (p_c), s 0.0 2.6 2.3 0.1 0.0 5.7 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Page 245 of 607 ends

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 221 41 86 88 19 82 63 531 50 46 659 254 Future Volume (veh/h) 221 41 86 88 19 82 63 531 50 46 659 254 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 230 43 37 92 20 7 66 553 45 48 686 225 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 382 142 122 288 167 58 124 1701 137 101 1293 417 Arrive On Green 0.11 0.15 0.15 0.08 0.13 0.13 0.07 0.36 0.36 0.06 0.34 0.34 Sat Flow, veh/h 3428 916 788 3428 1312 459 1767 4777 385 1767 3768 1215 Grp Volume(v), veh/h 230 0 80 92 0 27 66 389 209 48 614 297 Grp Sat Flow(s),veh/h/ln 1714 0 1705 1714 0 1772 1767 1689 1785 1767 1689 1606 Q Serve(g_s), s 3.4 0.0 2.2 1.3 0.0 0.7 1.9 4.5 4.5 1.4 7.7 7.9 Cycle Q Clear(g_c), s 3.4 0.0 2.2 1.3 0.0 0.7 1.9 4.5 4.5 1.4 7.7 7.9 Prop In Lane 1.00 0.46 1.00 0.26 1.00 0.22 1.00 0.76
Lane Grp Cap(c), veh/h 382 0 263 288 0 225 124 1203 636 101 1159 551 V/C Ratio(X) 0.60 0.00 0.30 0.32 0.00 0.12 0.53 0.32 0.33 0.47 0.53 0.54 Avail Cap(c_a), veh/h 1613 0 1444 1613 0 1500 831 3178 1680 499 3178 1511 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 22.5 0.0 19.9 22.9 0.0 20.6 23.9 12.5 12.5 24.3 14.0 14.1 Incr Delay (d2), s/veh 1.5 0.0 0.6 0.6 0.0 0.2 3.5 0.2 0.3 3.4 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 1.3 0.0 0.9 0.5 0.0 0.3 0.8 1.4 1.6 0.6 2.5 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 0.0 20.6 23.5 0.0 20.8 27.3 12.6 12.8 27.7 14.4 14.9 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 310 119 664 959
Approach Delay, s/veh 23.1 22.9 14.1 15.2
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.2 23.2 9.0 12.7 7.5 23.9 10.4 11.3 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 45.0 15.0 50.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 3.9 9.9 3.3 4.2 3.4 6.5 5.4 2.7 Green Ext Time (p_c), s 0.1 7.2 0.2 0.5 0.1 4.2 0.7 0.1 Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B

Page 246 of 607 ends

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 23 229 53 16 88 420 356 12 106 489 160 Future Volume (veh/h) 174 23 229 53 16 88 420 356 12 106 489 160 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.99 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 0 36 57 17 67 452 383 12 114 526 138 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 333333333333
Cap, veh/h 460 0 197 98 29 115 620 1169 37 151 959 244
Arrive On Green 0.13 0.00 0.13 0.15 0.15 0.15 0.18 0.34 0.34 0.09 0.24 0.24 Sat Flow, veh/h 3534 0 1512 670 200 788 3428 3489 109 1767 4003 1020 Grp Volume(v), veh/h 205 0 36 141 0 0 452 193 202 114 441 223 Grp Sat Flow(s),veh/h/ln 1767 0 1512 1659 0 0 1714 1763 1835 1767 1689 1646 Q Serve(g_s), s 3.3 0.0 1.3 4.8 0.0 0.0 7.6 5.0 5.0 3.8 7.0 7.2 Cycle Q Clear(g_c), s 3.3 0.0 1.3 4.8 0.0 0.0 7.6 5.0 5.0 3.8 7.0 7.2 Prop In Lane 1.00 1.00 0.40 0.48 1.00 0.06 1.00 0.62
Lane Grp Cap(c), veh/h 460 0 197 242 0 0 620 591 615 151 809 394 V/C Ratio(X) 0.45 0.00 0.18 0.58 0.00 0.00 0.73 0.33 0.33 0.75 0.55 0.56 Avail Cap(c_a), veh/h 2610 0 1117 1225 0 0 1407 1446 1506 725 2771 1350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 23.6 24.3 0.0 0.0 23.5 15.1 15.1 27.2 20.3 20.4 Incr Delay (d2), s/veh 0.7 0.0 0.4 2.2 0.0 0.0 1.7 0.3 0.3 7.4 0.6 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 1.4 0.0 0.5 2.0 0.0 0.0 2.9 1.8 1.9 1.8 2.5 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 0.0 24.0 26.5 0.0 0.0 25.2 15.5 15.4 34.7 20.8 21.6 LnGrp LOS C A C C A A C B B C C C
Approach Vol, veh/h 241 141 847 778
Approach Delay, s/veh 25.0 26.5 20.7 23.1
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.7 25.4 12.4 15.5 19.6 13.4
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 25.0 50.0 45.0 25.0 50.0 45.0 Max Q Clear Time (g_c+I1), s 5.8 7.0 5.3 9.6 9.2 6.8
Green Ext Time (p_c), s 0.2 2.4 0.9 1.4 4.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 247 of 607 ends

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 15 106 254 14 25 73 699 240 26 714 124 Future Volume (veh/h) 118 15 106 254 14 25 73 699 240 26 714 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 123 16 30 265 15 6 76 728 203 27 744 109 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 161 160 300 391 378 151 117 1220 336 62 1243 180 Arrive On Green 0.09 0.28 0.28 0.11 0.30 0.30 0.07 0.31 0.31 0.03 0.28 0.28 Sat Flow, veh/h 1767 577 1081 3428 1259 504 1767 3932 1082 1767 4449 645 Grp Volume(v), veh/h 123 0 46 265 0 21 76 624 307 27 563 290 Grp Sat Flow(s),veh/h/ln 1767 0 1658 1714 0 1763 1767 1689 1636 1767 1689 1717 Q Serve(g_s), s 4.8 0.0 1.5 5.2 0.0 0.6 3.0 11.0 11.2 1.1 10.1 10.3 Cycle Q Clear(g_c), s 4.8 0.0 1.5 5.2 0.0 0.6 3.0 11.0 11.2 1.1 10.1 10.3 Prop In Lane 1.00 0.65 1.00 0.29 1.00 0.66 1.00 0.38
Lane Grp Cap(c), veh/h 161 0 460 391 0 530 117 1048 508 62 944 480 V/C Ratio(X) 0.76 0.00 0.10 0.68 0.00 0.04 0.65 0.60 0.60 0.44 0.60 0.60 Avail Cap(c_a), veh/h 628 0 471 1218 0 530 628 2400 1163 628 2400 1221 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 31.2 0.0 18.9 29.9 0.0 17.4 32.1 20.5 20.6 33.3 21.9 22.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.1 0.0 0.0 6.0 0.5 1.2 4.8 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.6 2.2 0.0 0.2 1.4 4.0 4.1 0.5 3.8 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 19.0 32.0 0.0 17.5 38.1 21.1 21.8 38.1 22.5 23.2 LnGrp LOS D A B C A B DCCDCC
Approach Vol, veh/h 169 286 1007 880
Approach Delay, s/veh 33.1 30.9 22.6 23.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 26.8 10.9 25.6 9.1 24.7 12.5 24.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 20.0 25.0 50.0 25.0 20.0 Max Q Clear Time (g_c+I1), s 3.1 13.2 6.8 2.6 5.0 12.3 7.2 3.5 Green Ext Time (p_c), s 0.0 7.3 0.3 0.0 0.1 6.4 0.8 0.1 Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 248 of 607 ends

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 0 107 0 0 0 324 922 3 1 998 77 Future Volume (veh/h) 86 0 107 0 0 0 324 922 3 1 998 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 1.00 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 89 0 14 0 0 0 334 951 3 1 1029 73
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 214 0 150 0 338 0 429 3923 12 3 3032 215
Arrive On Green 0.10 0.00 0.10 0.00 0.00 0.00 0.13 0.75 0.75 0.00 0.63 0.63 Sat Flow, veh/h 1397 0 1563 0 3711 0 3428 5213 16 1767 4820 341 Grp Volume(v), veh/h 89 0 14 0 0 0 334 616 338 1 720 382 Grp Sat Flow(s),veh/h/ln 1397 0 1563 0 1763 0 1714 1689 1852 1767 1689 1784 Q Serve(g_s), s 5.5 0.0 0.7 0.0 0.0 0.0 8.5 5.0 5.0 0.1 9.1 9.1 Cycle Q Clear(g_c), s 5.5 0.0 0.7 0.0 0.0 0.0 8.5 5.0 5.0 0.1 9.1 9.1 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.01 1.00 0.19
Lane Grp Cap(c), veh/h 214 0 150 0 338 0 429 2541 1394 3 2124 1122 V/C Ratio(X) 0.42 0.00 0.09 0.00 0.00 0.00 0.78 0.24 0.24 0.34 0.34 0.34 Avail Cap(c_a), veh/h 616 0 599 0 1351 0 724 2541 1394 236 2124 1122 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 0.00 0.00 0.00 0.68 0.68 0.68 0.74 0.74 0.74 Uniform Delay (d), s/veh 39.3 0.0 37.1 0.0 0.0 0.0 38.2 3.4 3.4 44.9 7.9 7.9 Incr Delay (d2), s/veh 1.3 0.0 0.3 0.0 0.0 0.0 2.1 0.2 0.3 45.0 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 2.0 0.0 0.3 0.0 0.0 0.0 3.6 1.2 1.4 0.1 2.9 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 0.0 37.4 0.0 0.0 0.0 40.3 3.5 3.7 89.9 8.2 8.5 LnGrp LOS D A D A A A D A A F A A
Approach Vol, veh/h 103 0 1288 1103
Approach Delay, s/veh 40.1 0.0 13.1 8.4
Approach LOS D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 72.7 13.1 15.3 61.6 13.1
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 12.0 30.0 34.5 19.0 23.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 7.0 0.0 10.5 11.1 7.5
Green Ext Time (p_c), s 0.0 6.4 0.0 0.8 5.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B

Page 249 of 607 ends

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 545 1327 0 0 1339 387 474 4 483 0 0 0 Future Volume (veh/h) 545 1327 0 0 1339 387 474 4 483 0 0 0 Initial Q (Qb), veh 000000000
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 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 580 1412 0 0 1424 0 507 0 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 330033333
Cap, veh/h 612 2446 0 0 1502 704 0 625
Arrive On Green 0.18 0.69 0.00 0.00 0.48 0.00 0.20 0.00 0.20 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3140
Grp Volume(v), veh/h 580 1412 0 0 1424 0 507 0 514
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1570 Q Serve(g_s), s 14.1 17.2 0.0 0.0 36.4 0.0 11.3 0.0 13.2 Cycle Q Clear(g_c), s 14.1 17.2 0.0 0.0 36.4 0.0 11.3 0.0 13.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 612 2446 0 0 1502 704 0 625
V/C Ratio(X) 0.95 0.58 0.00 0.00 0.95 0.72 0.00 0.82
Avail Cap(c_a), veh/h 612 2446 0 0 1502 926 0 822
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 1.00 0.00 0.00 0.75 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 6.6 0.0 0.0 20.9 0.0 31.4 0.0 32.2 Incr Delay (d2), s/veh 23.8 1.0 0.0 0.0 10.5 0.0 1.1 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 5.1 0.0 0.0 9.3 0.0 4.7 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.9 7.6 0.0 0.0 31.4 0.0 32.5 0.0 36.1 LnGrp LOS EAAAC CAD
Approach Vol, veh/h 1992 1424 A 1021
Approach Delay, s/veh 22.2 31.4 34.4
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.3 18.0 45.3 20.7
Change Period (Y+Rc), s 5.0 3.0 * 5 4.0
Max Green Setting (Gmax), s 53.0 15.0 * 36 22.0
Max Q Clear Time (g_c+I1), s 19.2 16.1 38.4 15.2
Green Ext Time (p_c), s 23.0 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
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 [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 250 of 607 ends

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 709 881 120 110 730 459 159 78 84 416 47 753 Future Volume (veh/h) 709 881 120 110 730 459 159 78 84 416 47 753 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 723 899 0 112 745 0 162 80 0 424 48 203 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 1515 2885 279 996 256 276 343 216 322
Arrive On Green 0.44 0.57 0.00 0.08 0.20 0.00 0.07 0.08 0.00 0.10 0.12 0.12 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 723 899 0 112 745 0 162 80 0 424 48 203 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 17.9 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 3.3 Cycle Q Clear(g_c), s 17.9 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1515 2885 279 996 256 276 343 216 322 V/C Ratio(X) 0.48 0.31 0.40 0.75 0.63 0.29 1.24 0.22 0.63 Avail Cap(c_a), veh/h 1515 2885 371 1456 343 896 343 472 703 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) 0.70 0.70 0.00 0.86 0.86 0.00 1.00 1.00 0.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 23.7 13.5 0.0 52.3 45.4 0.0 53.9 52.2 0.0 54.0 48.1 7.9 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.3 0.5 0.0 1.0 0.2 0.0 127.8 0.2 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 7.1 4.1 0.0 1.6 6.9 0.0 2.4 1.1 0.0 11.2 1.3 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 13.7 0.0 52.6 45.9 0.0 54.9 52.4 0.0 181.8 48.3 8.7 LnGrp LOS C B D D D D F D A
Approach Vol, veh/h 1622 A 857 A 242 A 675
Approach Delay, s/veh 18.2 46.8 54.1 120.2
Approach LOS B D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 73.8 13.0 19.4 58.5 29.1 17.5 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 13.0 45.5 12.0 30.5 24.0 * 35 12.0 * 31 Max Q Clear Time (g_c+I1), s 5.7 13.1 7.5 5.3 19.9 18.6 14.0 4.6 Green Ext Time (p_c), s 0.1 4.5 0.1 0.6 0.7 3.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Page 251 of 607 ends

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1250 14 40 1232 22 30 1 38 19 0 45 Future Volume (veh/h) 60 1250 14 40 1232 22 30 1 38 19 0 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.96 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 1289 9 41 1270 22 31 1 3 20 0 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333333
Cap, veh/h 1652 3772 1144 66 1214 21 110 12 10 155 36 29 Arrive On Green 0.96 1.00 1.00 0.04 0.30 0.30 0.03 0.01 0.01 0.05 0.00 0.02 Sat Flow, veh/h 3428 5066 1537 1767 4046 70 3428 1856 1572 3428 1856 1510 Grp Volume(v), veh/h 62 1289 9 41 837 455 31 1 3 20 0 3 Grp Sat Flow(s),veh/h/ln 1714 1689 1537 1767 1333 1450 1714 1856 1572 1714 1856 1510 Q Serve(g_s), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.2 0.7 0.0 0.1 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.2 0.7 0.0 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1652 3772 1144 66 800 435 110 12 10 155 36 29 V/C Ratio(X) 0.04 0.34 0.01 0.62 1.05 1.05 0.28 0.09 0.31 0.13 0.00 0.10 Avail Cap(c_a), veh/h 1652 3772 1144 280 800 435 286 541 459 286 541 440 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.1 0.0 0.0 56.9 42.0 42.0 56.7 59.3 45.8 55.0 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 8.2 42.7 53.1 1.9 1.2 6.3 0.1 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 0.0 0.1 0.0 1.4 16.3 19.0 0.5 0.0 0.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.1 0.2 0.0 65.1 84.7 95.1 58.7 60.5 52.2 55.2 0.0 11.0 LnGrp LOS AAAEFFEEDEAB
Approach Vol, veh/h 1360 1333 35 23
Approach Delay, s/veh 0.3 87.6 58.2 49.4
Approach LOS A F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 94.4 8.9 7.3 62.8 41.0 10.4 5.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 36.0 10.0 35.0 19.0 36.0 10.0 35.0 Max Q Clear Time (g_c+I1), s 4.7 2.0 3.1 2.1 2.1 38.0 2.7 2.2 Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 43.7
HCM 6th LOS D

Page 252 of 607 ends

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 152 821 130 272 701 49 412 475 141 9 83 47 Future Volume (vph) 152 821 130 272 701 49 412 475 141 9 83 47 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 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
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3876 1568 4982 3400 3369 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3876 1568 4982 3400 3369 1752
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 154 829 131 275 708 49 416 480 142 9 84 47 RTOR Reduction (vph) 0 0 0 135 60000000
Lane Group Flow (vph) 154 960 0 140 751 0 416 631 0 0 0 131 Confl. Peds. (#/hr) 14 2
Confl. Bikes (#/hr) 2 2 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 10.8 61.2 61.2 45.9 25.5 30.3 14.0 Effective Green, g (s) 10.8 61.2 61.2 45.9 25.5 30.3 14.0 Actuated g/C Ratio 0.09 0.51 0.51 0.38 0.21 0.25 0.12
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 306 1976 799 1905 722 850 204
v/s Ratio Prot 0.05 c0.25 0.15 0.12 c0.19 c0.07
v/s Ratio Perm 0.09
v/c Ratio 0.50 0.49 0.18 0.39 0.58 0.74 0.64
Uniform Delay, d1 52.0 19.2 15.8 26.9 42.4 41.3 50.6
Progression Factor 0.70 1.05 3.25 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.2 0.1 0.6 1.1 3.8 6.7
Delay (s) 37.6 20.3 51.6 27.6 43.5 45.0 57.4
Level of Service D C D C D D E
Approach Delay (s) 28.4 27.6 44.4
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Page 253 of 607 ends

Attachment D: Queue Worksheets

Page 254 of 607 ends

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 904 601 188 1419 700 199
v/c Ratio 0.37 0.57 0.77 0.43 0.77 0.35
Control Delay 23.6 4.4 88.9 9.7 44.1 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.6 4.4 88.9 9.7 44.1 10.8
Queue Length 50th (ft) 176 0 176 101 317 68
Queue Length 95th (ft) 257 82 0 221 m246 m81
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2460 1056 277 3315 1234 695
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.57 0.68 0.43 0.57 0.29
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 255 of 607 ends

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 14 1098 125 1472 69 71 113 31
v/c Ratio 0.14 0.34 0.69 0.39 0.56 0.57 0.49 0.24
Control Delay 79.5 4.2 89.4 2.9 77.8 78.7 15.3 37.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.5 4.2 89.4 2.9 77.8 78.7 15.3 37.2
Queue Length 50th (ft) 13 38 113 71 62 64 0 10
Queue Length 95th (ft) m35 51 179 72 117 121 49 44
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 285 3250 217 3774 135 136 239 412
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.34 0.58 0.39 0.51 0.52 0.47 0.08 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 256 of 607 ends

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 71 1023 155 1375 28 122 21 272 36 13 100 v/c Ratio 0.51 0.32 0.73 0.39 0.03 0.72 0.09 0.63 0.21 0.06 0.36 Control Delay 86.1 2.5 89.5 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.1 2.5 89.5 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Length 50th (ft) 66 18 128 8 1 105 17 0 29 10 0
Queue Length 95th (ft) 122 31 161 288 3 164 40 79 60 30 51 Internal Link Dist (ft) 867 598 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 233 3229 363 3566 1105 355 478 608 355 478 472 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.30 0.32 0.43 0.39 0.03 0.34 0.04 0.45 0.10 0.03 0.21 Intersection Summary

Page 257 of 607 ends

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1555 82 1099 32 55 194 642 262 252 v/c Ratio 0.81 0.54 0.39 0.25 0.40 0.69 0.81 0.51 0.50
Control Delay 35.8 61.3 14.6 63.3 68.2 24.2 57.4 13.8 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.8 61.3 14.6 63.3 68.2 24.2 57.4 13.8 12.7 Queue Length 50th (ft) 592 55 109 27 47 14 274 41 33
Queue Length 95th (ft) #764 97 124 61 91 92 328 123 112 Internal Link Dist (ft) 756 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1911 194 2843 168 177 311 931 568 557 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.81 0.42 0.39 0.19 0.31 0.62 0.69 0.46 0.45 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 258 of 607 ends

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1880 56 948 192 225 582
v/c Ratio 0.62 0.41 0.28 0.20 0.32 0.81
Control Delay 11.0 68.5 7.6 3.9 45.8 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 68.5 7.6 3.9 45.8 58.6
Queue Length 50th (ft) 221 48 103 24 87 251
Queue Length 95th (ft) 323 93 150 63 118 299
Internal Link Dist (ft) 755 936 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 3034 207 3379 978 919 933
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.62 0.27 0.28 0.20 0.24 0.62
Intersection Summary

Page 259 of 607 ends

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 405 121 108 26 72 171 435 24 541 245 v/c Ratio 1.24 0.54 0.34 0.29 0.30 0.75 0.12 0.27 0.26 0.24 Control Delay 179.7 65.1 6.0 69.3 38.2 76.3 7.9 65.5 13.1 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 179.7 65.1 6.0 69.3 38.2 76.3 7.9 65.5 13.1 2.5 Queue Length 50th (ft) ~226 104 0 23 17 147 45 22 84 0
Queue Length 95th (ft) #332 165 24 54 42 217 74 m36 164 37 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 327 355 414 480 1231 324 3500 142 2078 1004 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.24 0.34 0.26 0.05 0.06 0.53 0.12 0.17 0.26 0.24 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Page 260 of 607 ends

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 144 61 87 89 51 492 57 720
v/c Ratio 0.48 0.35 0.36 0.51 0.38 0.15 0.41 0.23
Control Delay 54.9 31.1 54.4 27.1 50.0 9.5 58.4 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 31.1 54.4 27.1 50.0 9.5 58.4 9.7
Queue Length 50th (ft) 53 19 31 14 29 61 41 72
Queue Length 95th (ft) 84 60 57 63 78 90 81 120
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 330 512 310 518 164 3178 165 3134
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.44 0.12 0.28 0.17 0.31 0.15 0.35 0.23 Intersection Summary

Page 261 of 607 ends

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 79 79 160 110 351 248 69 552
v/c Ratio 0.50 0.49 0.54 0.59 0.57 0.12 0.46 0.24
Control Delay 59.1 58.8 14.4 44.3 66.6 8.6 78.9 14.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.1 58.8 14.4 44.3 66.6 8.6 78.9 14.8
Queue Length 50th (ft) 60 60 0 51 141 23 55 86
Queue Length 95th (ft) 108 107 60 106 192 35 95 132
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 412 416 508 443 615 2035 172 2306
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.19 0.31 0.25 0.57 0.12 0.40 0.24 Intersection Summary

Page 262 of 607 ends

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 67 65 174 22 42 674 20 653
v/c Ratio 0.22 0.20 0.43 0.07 0.33 0.24 0.19 0.25
Control Delay 43.8 15.0 51.4 22.7 57.1 12.4 62.5 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0
Total Delay 43.8 15.0 51.4 22.7 57.1 12.7 62.5 10.8
Queue Length 50th (ft) 35 6 64 4 30 70 16 57
Queue Length 95th (ft) 92 45 97 28 66 128 41 86
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 321 582 405 570 161 2856 159 2665
Starvation Cap Reductn 00000 1507 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.21 0.11 0.43 0.04 0.26 0.50 0.13 0.25 Intersection Summary

Page 263 of 607 ends

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 62 52 12 257 665 1 883
v/c Ratio 0.42 0.19 0.04 0.56 0.17 0.01 0.28
Control Delay 45.6 1.5 28.8 41.1 3.4 39.0 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay 45.6 1.5 28.8 41.1 3.4 39.0 9.0
Queue Length 50th (ft) 34 0 2 71 24 1 77
Queue Length 95th (ft) 70 0 10 105 69 6 125
Internal Link Dist (ft) 271 122 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 525 675 1055 680 4019 214 3149
Starvation Cap Reductn 000000 1374
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.08 0.01 0.38 0.17 0.00 0.50
Intersection Summary

Page 264 of 607 ends

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 529 1743 1081 438 151 153 250
v/c Ratio 0.67 0.65 0.67 0.44 0.63 0.63 0.63
Control Delay 40.7 7.5 20.9 3.0 51.4 51.7 46.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 7.5 20.9 3.0 51.4 51.7 46.9
Queue Length 50th (ft) 163 210 167 0 97 98 87
Queue Length 95th (ft) 222 366 250 51 154 157 122
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 785 2683 1602 997 449 450 745
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.67 0.65 0.67 0.44 0.34 0.34 0.34
Intersection Summary

Page 265 of 607 ends

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 451 1336 70 74 855 379 183 51 89 411 42 489 v/c Ratio 0.50 0.48 0.08 0.31 0.49 0.49 0.63 0.16 0.33 0.75 0.13 0.56 Control Delay 47.1 21.6 0.2 89.1 33.3 8.1 71.6 56.8 4.8 64.4 47.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.1 21.7 0.2 89.1 33.3 8.4 71.6 56.8 4.8 64.4 47.1 6.0 Queue Length 50th (ft) 178 254 0 37 121 0 84 23 0 185 34 0 Queue Length 95th (ft) 257 419 1 65 242 134 123 39 11 236 58 44 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 901 2808 913 267 1732 776 364 763 441 655 560 1178 Starvation Cap Reductn 0 0 0 0 0 95 0 0 0 0 0 0
Spillback Cap Reductn 0 140 0000003000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.50 0.50 0.08 0.28 0.49 0.56 0.50 0.07 0.20 0.63 0.07 0.42 Intersection Summary

Page 266 of 607 ends

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 56 1792 19 53 1154 89 4 122 104 2 120 v/c Ratio 0.12 0.54 0.02 0.46 0.49 0.37 0.03 0.51 0.44 0.01 0.51 Control Delay 52.7 13.4 0.1 75.7 19.8 65.8 53.2 14.3 68.1 53.5 14.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.7 13.5 0.1 75.7 19.8 65.8 53.2 14.3 68.1 53.5 14.1 Queue Length 50th (ft) 24 442 0 47 237 40 4 0 47 2 0
Queue Length 95th (ft) m51 630 m0 93 318 68 14 46 78 10 44 Internal Link Dist (ft) 521 1512 362 553
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 492 3332 1027 137 2334 510 487 505 510 487 503 Starvation Cap Reductn 0 452 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.11 0.62 0.02 0.39 0.49 0.17 0.01 0.24 0.20 0.00 0.24 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 267 of 607 ends

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 172 1493 334 518 386 652 155 359 183 v/c Ratio 0.53 0.76 0.36 0.28 0.57 0.73 0.82 0.59 0.44
Control Delay 57.6 28.1 5.9 28.0 46.9 45.0 83.8 49.2 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.6 28.1 5.9 28.0 46.9 45.0 83.8 49.2 8.9
Queue Length 50th (ft) 66 328 28 100 138 244 119 137 0
Queue Length 95th (ft) 100 453 97 152 193 282 #228 169 57 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 366 1972 923 1868 681 1232 197 1139 617 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.47 0.76 0.36 0.28 0.57 0.53 0.79 0.32 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 268 of 607 ends

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 959 852 234 1318 815 287
v/c Ratio 0.46 0.77 0.84 0.43 0.77 0.42
Control Delay 27.5 8.7 87.7 11.0 48.7 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.5 8.7 87.7 11.0 48.7 10.0
Queue Length 50th (ft) 201 26 195 120 264 24
Queue Length 95th (ft) 258 195 #315 179 295 82
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2088 1107 300 3052 1218 746
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.46 0.77 0.78 0.43 0.67 0.38
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 269 of 607 ends

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 31 1153 196 1421 102 105 134 68
v/c Ratio 0.26 0.43 0.70 0.42 0.71 0.72 0.51 0.40
Control Delay 67.1 5.1 71.2 8.3 79.1 80.5 14.8 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.1 5.1 71.2 8.3 79.1 80.5 14.8 31.5
Queue Length 50th (ft) 25 46 161 128 82 84 0 19
Queue Length 95th (ft) m55 69 240 153 #165 #169 55 64
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 292 2656 284 3358 152 153 268 475
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.43 0.69 0.42 0.67 0.69 0.50 0.14 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Page 270 of 607 ends

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 139 970 202 1309 30 90 29 254 22 21 119 v/c Ratio 0.68 0.31 0.76 0.40 0.03 0.60 0.14 0.64 0.15 0.10 0.43 Control Delay 73.1 3.7 66.7 11.1 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.1 3.7 66.7 11.1 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Length 50th (ft) 113 26 152 155 0 68 21 0 16 15 0 Queue Length 95th (ft) 183 42 221 248 5 118 48 75 40 38 53 Internal Link Dist (ft) 867 555 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 255 3085 408 3286 1027 399 538 637 396 538 535 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.55 0.31 0.50 0.40 0.03 0.23 0.05 0.40 0.06 0.04 0.22 Intersection Summary

Page 271 of 607 ends

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1134 66 1179 21 21 95 903 440 430 v/c Ratio 0.68 0.43 0.45 0.16 0.15 0.35 0.84 0.71 0.71
Control Delay 33.7 65.3 16.0 55.0 54.7 11.3 46.4 25.0 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 65.3 16.0 55.0 54.7 11.3 46.4 25.0 24.7 Queue Length 50th (ft) 349 42 253 16 16 9 325 162 154
Queue Length 95th (ft) 436 94 165 42 42 31 406 293 285
Internal Link Dist (ft) 1259 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1676 219 2601 175 184 329 1100 628 616 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.68 0.30 0.45 0.12 0.11 0.29 0.82 0.70 0.70 Intersection Summary

Page 272 of 607 ends

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1742 72 1136 334 258 580
v/c Ratio 0.60 0.46 0.35 0.34 0.36 0.78
Control Delay 12.7 61.0 7.7 5.9 40.7 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.7 61.0 7.7 5.9 40.7 50.8
Queue Length 50th (ft) 228 54 115 59 88 219
Queue Length 95th (ft) 263 101 172 136 118 263
Internal Link Dist (ft) 755 894 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 2886 233 3241 976 1062 1081
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.60 0.31 0.35 0.34 0.24 0.54
Intersection Summary

Page 273 of 607 ends

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 516 154 212 27 66 285 598 34 652 372 v/c Ratio 0.74 0.39 0.42 0.27 0.32 0.62 0.21 0.32 0.54 0.48 Control Delay 51.3 42.6 7.6 60.6 39.2 46.2 14.0 62.1 32.9 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 42.6 7.6 60.6 39.2 46.2 14.0 62.1 32.9 6.7 Queue Length 50th (ft) 195 105 0 21 15 200 82 24 229 52 Queue Length 95th (ft) 240 161 61 51 38 291 128 m29 309 m106 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 878 676 709 160 676 462 2894 160 1208 773 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.59 0.23 0.30 0.17 0.10 0.62 0.21 0.21 0.54 0.48 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 274 of 607 ends

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 193 82 92 100 42 605 48 888
v/c Ratio 0.31 0.24 0.18 0.34 0.16 0.36 0.18 0.53
Control Delay 24.9 14.1 26.8 13.3 28.2 16.4 28.1 17.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.9 14.1 26.8 13.3 28.2 16.4 28.1 17.1
Queue Length 50th (ft) 31 8 15 5 14 61 15 91
Queue Length 95th (ft) 71 47 41 48 46 108 50 157
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 1736 1336 1736 1306 895 4684 537 4148 Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.06 0.05 0.08 0.05 0.13 0.09 0.21 Intersection Summary

Page 275 of 607 ends

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 105 107 246 169 452 371 114 663
v/c Ratio 0.43 0.43 0.57 0.58 0.54 0.32 0.47 0.60
Control Delay 41.9 41.8 10.9 36.7 32.5 23.9 43.7 31.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 41.8 10.9 36.7 32.5 23.9 43.7 31.2
Queue Length 50th (ft) 53 54 0 66 106 75 56 107
Queue Length 95th (ft) 125 127 70 154 197 146 130 180
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 903 916 933 914 1024 2100 527 2913
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.12 0.12 0.26 0.18 0.44 0.18 0.22 0.23 Intersection Summary

Page 276 of 607 ends

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 123 126 265 41 76 954 27 839
v/c Ratio 0.33 0.25 0.51 0.08 0.37 0.56 0.17 0.65
Control Delay 33.3 9.6 35.9 15.6 40.2 21.5 39.6 28.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.3 9.6 35.9 15.6 40.2 21.5 39.6 28.3
Queue Length 50th (ft) 57 6 63 6 35 110 13 132
Queue Length 95th (ft) 122 54 113 34 85 204 42 196
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 622 497 1116 529 575 3171 575 3232
Starvation Cap Reductn 0 0 0 0 0 458 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.25 0.24 0.08 0.13 0.35 0.05 0.26 Intersection Summary

Page 277 of 607 ends

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR NBL NBT SBL SBT
Lane Group Flow (vph) 89 110 334 930 1 1075
v/c Ratio 0.52 0.37 0.63 0.25 0.01 0.38
Control Delay 46.7 9.2 40.7 4.5 39.0 11.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4
Total Delay 46.7 9.2 40.7 4.5 39.0 12.3
Queue Length 50th (ft) 48 0 92 42 1 112
Queue Length 95th (ft) 90 38 129 108 6 178
Internal Link Dist (ft) 271 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 534 675 717 3768 233 2841
Starvation Cap Reductn 00000 1135
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.16 0.47 0.25 0.00 0.63
Intersection Summary

Page 278 of 607 ends

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 574 1406 1409 412 252 256 514
v/c Ratio 0.95 0.61 0.99 0.45 0.65 0.65 0.81
Control Delay 61.1 10.1 47.4 3.4 36.8 37.2 40.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.1 10.1 47.4 3.4 36.8 37.2 40.6
Queue Length 50th (ft) 155 211 ~298 0 122 124 140
Queue Length 95th (ft) #255 278 #393 51 202 205 201
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 607 2307 1419 918 436 437 713
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.95 0.61 0.99 0.45 0.58 0.59 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 279 of 607 ends

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 718 899 122 112 745 450 162 80 86 407 48 753 v/c Ratio 0.74 0.39 0.16 0.39 0.59 0.62 0.55 0.21 0.28 0.62 0.12 0.64 Control Delay 44.9 22.7 2.7 57.6 24.7 9.4 60.0 47.9 2.2 50.0 39.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 22.7 2.7 57.6 24.7 11.7 60.0 47.9 2.2 50.0 39.0 6.3 Queue Length 50th (ft) 257 156 0 32 104 115 63 31 0 148 31 8 Queue Length 95th (ft) #397 224 26 63 104 108 97 46 0 #281 61 59 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 976 2288 781 368 1455 761 340 890 510 660 468 1245 Starvation Cap Reductn 0 0 0 0 0 188 0 0 0 0 0 0
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.74 0.39 0.16 0.30 0.51 0.79 0.48 0.09 0.17 0.62 0.10 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 280 of 607 ends

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBR
Lane Group Flow (vph) 62 1271 14 41 1275 31 1 39 20 46
v/c Ratio 0.13 0.36 0.01 0.34 0.51 0.14 0.00 0.13 0.11 0.08 Control Delay 32.4 5.5 0.0 69.3 15.5 54.3 41.0 0.8 54.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 5.5 0.0 69.3 15.5 54.3 41.0 0.8 54.9 0.3 Queue Length 50th (ft) 23 118 0 34 313 11 1070
Queue Length 95th (ft) m32 180 m0 m54 420 28 5 0 21 0
Internal Link Dist (ft) 521 1512 362
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 538 3523 1112 277 2507 283 538 567 283 775 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.12 0.36 0.01 0.15 0.51 0.11 0.00 0.07 0.07 0.06 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 281 of 607 ends

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 152 950 270 746 411 631 131 295 192 v/c Ratio 0.50 0.48 0.29 0.39 0.57 0.74 0.64 0.54 0.48
Control Delay 41.3 22.6 9.0 29.3 45.4 46.6 64.5 49.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.3 22.6 9.0 29.3 45.4 46.6 64.5 49.2 9.5
Queue Length 50th (ft) 43 250 56 150 145 237 98 113 0
Queue Length 95th (ft) 68 333 96 226 200 280 159 140 58 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 361 1975 931 1914 721 1094 270 1139 627 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.42 0.48 0.29 0.39 0.57 0.58 0.49 0.26 0.31 Intersection Summary

Page 282 of 607 ends

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 904 627 205 1419 721 207
v/c Ratio 0.38 0.59 0.79 0.43 0.78 0.36
Control Delay 24.8 4.6 89.8 10.0 44.0 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.8 4.6 89.8 10.0 44.0 10.3
Queue Length 50th (ft) 183 0 188 101 326 68
Queue Length 95th (ft) 257 85 0 221 m249 m81
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2387 1056 282 3285 1234 700
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.38 0.59 0.73 0.43 0.58 0.30
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 283 of 607 ends

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 14 1106 129 1489 69 71 129 31
v/c Ratio 0.14 0.34 0.70 0.39 0.56 0.57 0.55 0.24
Control Delay 78.1 4.3 89.4 3.0 77.8 78.7 19.0 37.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.1 4.3 89.4 3.0 77.8 78.7 19.0 37.2
Queue Length 50th (ft) 13 39 117 69 62 64 0 10
Queue Length 95th (ft) m35 53 186 77 117 121 64 44
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 285 3238 219 3774 135 136 243 412
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.34 0.59 0.39 0.51 0.52 0.53 0.08 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 284 of 607 ends

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 71 1048 155 1397 28 122 21 272 36 13 100 v/c Ratio 0.51 0.32 0.73 0.39 0.03 0.72 0.09 0.63 0.21 0.06 0.36 Control Delay 85.0 2.8 89.8 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.0 2.8 89.8 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Length 50th (ft) 66 20 128 8 1 105 17 0 29 10 0
Queue Length 95th (ft) 121 36 162 291 3 164 40 79 60 30 51 Internal Link Dist (ft) 867 598 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 233 3229 363 3566 1105 355 478 608 355 478 472 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.30 0.32 0.43 0.39 0.03 0.34 0.04 0.45 0.10 0.03 0.21 Intersection Summary

Page 285 of 607 ends

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1580 82 1110 32 55 194 642 267 257 v/c Ratio 0.83 0.54 0.39 0.25 0.40 0.69 0.81 0.52 0.51
Control Delay 36.1 61.3 14.6 63.3 68.2 24.2 57.4 14.9 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 61.3 14.6 63.3 68.2 24.2 57.4 14.9 13.9 Queue Length 50th (ft) 608 55 109 27 47 14 274 47 40
Queue Length 95th (ft) #786 97 124 61 91 92 328 131 122 Internal Link Dist (ft) 756 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1911 194 2843 168 177 311 931 566 555 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.83 0.42 0.39 0.19 0.31 0.62 0.69 0.47 0.46 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 286 of 607 ends

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1905 56 959 192 225 582
v/c Ratio 4.97dr 0.41 0.28 0.20 0.32 0.81
Control Delay 78.3 68.5 7.6 3.9 45.8 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.3 68.5 7.6 3.9 45.8 58.6
Queue Length 50th (ft) ~712 48 105 24 87 251
Queue Length 95th (ft) #536 93 151 63 118 299
Internal Link Dist (ft) 755 936 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 1699 207 3379 978 919 933
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 1.12 0.27 0.28 0.20 0.24 0.62
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Page 287 of 607 ends

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 405 121 121 26 72 181 464 24 585 245 v/c Ratio 1.24 0.54 0.38 0.29 0.30 0.76 0.13 0.27 0.28 0.25 Control Delay 179.7 65.1 8.3 69.3 38.2 76.2 8.0 64.7 13.8 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 179.7 65.1 8.3 69.3 38.2 76.2 8.0 64.7 13.8 2.6 Queue Length 50th (ft) ~226 104 0 23 17 155 48 22 93 0
Queue Length 95th (ft) #332 165 38 54 42 226 79 m35 181 m36 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 327 355 414 480 1231 324 3499 142 2059 997 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.24 0.34 0.29 0.05 0.06 0.56 0.13 0.17 0.28 0.25 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Page 288 of 607 ends

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 184 112 87 93 74 492 57 777
v/c Ratio 0.54 0.44 0.36 0.52 0.48 0.16 0.41 0.27
Control Delay 54.9 26.7 54.4 28.2 52.8 10.4 58.4 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 26.7 54.4 28.2 52.8 10.4 58.4 11.2
Queue Length 50th (ft) 68 31 31 17 46 61 41 83
Queue Length 95th (ft) 102 84 57 67 104 91 81 139
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 354 532 310 521 174 3023 165 2914
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.52 0.21 0.28 0.18 0.43 0.16 0.35 0.27 Intersection Summary

Page 289 of 607 ends

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 79 79 160 110 351 270 69 585
v/c Ratio 0.50 0.49 0.54 0.59 0.57 0.13 0.46 0.25
Control Delay 59.1 58.8 14.4 44.3 67.1 8.4 78.5 14.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.1 58.8 14.4 44.3 67.1 8.4 78.5 14.5
Queue Length 50th (ft) 60 60 0 51 141 25 54 94
Queue Length 95th (ft) 108 107 60 106 192 36 104 143
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 412 416 508 443 615 2036 172 2309
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.19 0.31 0.25 0.57 0.13 0.40 0.25 Intersection Summary

Page 290 of 607 ends

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 67 65 174 22 42 696 20 685
v/c Ratio 0.22 0.20 0.43 0.07 0.33 0.24 0.19 0.26
Control Delay 43.8 15.0 51.4 22.7 57.1 12.5 62.0 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay 43.8 15.0 51.4 22.7 57.1 12.9 62.0 10.6
Queue Length 50th (ft) 35 6 64 4 30 73 16 57
Queue Length 95th (ft) 92 45 97 28 66 134 40 86
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 321 582 405 570 161 2858 159 2667
Starvation Cap Reductn 00000 1501 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.21 0.11 0.43 0.04 0.26 0.51 0.13 0.26 Intersection Summary

Page 291 of 607 ends

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 62 52 12 257 687 1 916
v/c Ratio 0.42 0.19 0.04 0.56 0.17 0.01 0.29
Control Delay 45.6 1.5 28.8 41.1 3.4 39.0 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay 45.6 1.5 28.8 41.1 3.4 39.0 9.1
Queue Length 50th (ft) 34 0 2 71 26 1 81
Queue Length 95th (ft) 70 0 10 105 71 6 130
Internal Link Dist (ft) 271 122 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 525 675 1055 680 4019 214 3149
Starvation Cap Reductn 000000 1362
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.08 0.01 0.38 0.17 0.00 0.51
Intersection Summary

Page 292 of 607 ends

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 534 1748 1097 438 151 153 250
v/c Ratio 0.69 0.65 0.68 0.44 0.63 0.63 0.63
Control Delay 41.6 7.5 20.8 2.9 51.4 51.7 46.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.6 7.5 20.8 2.9 51.4 51.7 46.9
Queue Length 50th (ft) 165 211 171 0 97 98 87
Queue Length 95th (ft) 224 369 255 51 154 157 122
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 769 2683 1617 1002 449 450 745
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.69 0.65 0.68 0.44 0.34 0.34 0.34
Intersection Summary

Page 293 of 607 ends

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 456 1336 70 74 855 396 183 51 89 429 42 504 v/c Ratio 0.51 0.48 0.08 0.31 0.50 0.50 0.63 0.16 0.33 0.76 0.13 0.56 Control Delay 47.5 22.0 0.2 89.2 33.6 8.2 71.6 56.8 4.8 64.7 46.6 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.5 22.0 0.2 89.2 33.6 8.5 71.6 56.8 4.8 64.7 46.6 5.9 Queue Length 50th (ft) 182 257 0 37 121 0 84 23 0 193 34 0 Queue Length 95th (ft) 260 419 1 65 243 141 123 39 11 246 58 45 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 895 2788 907 267 1721 785 364 763 441 655 560 1188 Starvation Cap Reductn 0 0 0 0 0 97 0 0 0 0 0 0
Spillback Cap Reductn 0 146 0000003000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.51 0.51 0.08 0.28 0.50 0.58 0.50 0.07 0.20 0.65 0.07 0.42 Intersection Summary

Page 294 of 607 ends

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 56 1809 19 53 1172 89 4 122 104 2 120 v/c Ratio 0.12 0.54 0.02 0.46 0.50 0.37 0.03 0.51 0.44 0.01 0.51 Control Delay 53.3 13.6 0.1 75.7 19.6 65.8 53.2 14.3 68.1 53.5 14.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 13.7 0.1 75.7 19.6 65.8 53.2 14.3 68.1 53.5 14.1 Queue Length 50th (ft) 25 450 0 47 236 40 4 0 47 2 0
Queue Length 95th (ft) m50 639 m0 93 326 68 14 46 78 10 44 Internal Link Dist (ft) 521 1512 362 553
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 482 3332 1027 137 2347 510 487 505 510 487 503 Starvation Cap Reductn 0 445 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.12 0.63 0.02 0.39 0.50 0.17 0.01 0.24 0.20 0.00 0.24 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 295 of 607 ends

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 174 1504 339 528 391 652 155 359 185 v/c Ratio 0.54 0.76 0.37 0.28 0.57 0.73 0.82 0.59 0.45
Control Delay 57.7 28.3 6.1 28.1 47.0 44.9 83.8 49.2 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.7 28.3 6.1 28.1 47.0 44.9 83.8 49.2 9.0
Queue Length 50th (ft) 67 332 29 102 140 244 119 137 0
Queue Length 95th (ft) 102 460 100 155 195 281 #228 169 57 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 367 1971 924 1865 682 1232 197 1139 618 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.47 0.76 0.37 0.28 0.57 0.53 0.79 0.32 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 296 of 607 ends

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 959 881 254 1318 835 296
v/c Ratio 0.48 0.81 0.86 0.43 0.78 0.43
Control Delay 28.6 11.0 87.3 11.2 47.8 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.6 11.0 87.3 11.2 47.8 9.7
Queue Length 50th (ft) 210 46 209 119 267 25
Queue Length 95th (ft) 258 262 #352 182 305 88
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2018 1092 306 3033 1218 751
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.48 0.81 0.83 0.43 0.69 0.39
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 297 of 607 ends

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 31 1161 201 1441 102 105 152 68
v/c Ratio 0.26 0.44 0.70 0.43 0.71 0.72 0.56 0.40
Control Delay 66.7 5.4 70.3 8.4 79.1 80.5 16.5 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.7 5.4 70.3 8.4 79.1 80.5 16.5 31.5
Queue Length 50th (ft) 25 49 165 130 82 84 0 19
Queue Length 95th (ft) m54 72 244 154 #165 #169 64 64
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 292 2630 291 3358 152 153 278 475
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.44 0.69 0.43 0.67 0.69 0.55 0.14 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Page 298 of 607 ends

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 139 995 202 1334 30 90 29 254 22 21 119 v/c Ratio 0.68 0.32 0.76 0.41 0.03 0.60 0.14 0.64 0.15 0.10 0.43 Control Delay 72.3 3.9 66.7 11.2 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.3 3.9 66.7 11.2 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Length 50th (ft) 113 27 152 160 0 68 21 0 16 15 0 Queue Length 95th (ft) 183 47 221 254 5 118 48 75 40 38 53 Internal Link Dist (ft) 867 555 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 255 3088 408 3286 1027 399 538 637 396 538 535 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.55 0.32 0.50 0.41 0.03 0.23 0.05 0.40 0.06 0.04 0.22 Intersection Summary

Page 299 of 607 ends

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1159 66 1192 21 21 95 903 446 437 v/c Ratio 0.69 0.43 0.46 0.16 0.15 0.35 0.84 0.73 0.72
Control Delay 34.1 65.5 16.0 55.0 54.7 11.3 46.4 25.9 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.1 65.5 16.0 55.0 54.7 11.3 46.4 25.9 25.7 Queue Length 50th (ft) 359 43 257 16 16 9 325 169 163
Queue Length 95th (ft) 448 95 167 42 42 31 406 302 296
Internal Link Dist (ft) 1259 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1678 219 2600 175 184 329 1100 627 614 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.69 0.30 0.46 0.12 0.11 0.29 0.82 0.71 0.71 Intersection Summary

Page 300 of 607 ends

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1766 72 1148 334 258 580
v/c Ratio 4.66dr 0.46 0.35 0.34 0.36 0.78
Control Delay 73.9 61.0 7.8 5.9 40.7 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 73.9 61.0 7.8 5.9 40.7 50.8
Queue Length 50th (ft) ~574 54 117 59 88 219
Queue Length 95th (ft) #452 101 175 136 118 263
Internal Link Dist (ft) 755 894 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 1604 233 3240 976 1062 1081
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 1.10 0.31 0.35 0.34 0.24 0.54
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Page 301 of 607 ends

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 516 154 225 27 66 295 626 34 701 372 v/c Ratio 0.74 0.39 0.44 0.27 0.32 0.61 0.22 0.32 0.60 0.49 Control Delay 51.3 42.6 7.5 60.6 39.2 44.8 14.1 63.0 34.4 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 42.6 7.5 60.6 39.2 44.8 14.1 63.0 34.4 6.8 Queue Length 50th (ft) 195 105 0 21 15 206 86 24 254 52 Queue Length 95th (ft) 240 161 62 51 38 299 134 m28 340 m95 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 878 676 717 160 676 485 2896 160 1162 757 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.59 0.23 0.31 0.17 0.10 0.61 0.22 0.21 0.60 0.49 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Page 302 of 607 ends

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 230 133 92 105 66 605 48 951
v/c Ratio 0.36 0.38 0.20 0.37 0.26 0.31 0.20 0.58
Control Delay 27.8 19.6 30.6 15.4 31.5 16.0 31.8 19.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.8 19.6 30.6 15.4 31.5 16.0 31.8 19.4
Queue Length 50th (ft) 41 24 17 7 23 64 17 106
Queue Length 95th (ft) 89 81 45 55 69 114 55 184
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 1555 1207 1555 1191 801 4463 480 3780 Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.11 0.06 0.09 0.08 0.14 0.10 0.25 Intersection Summary

Page 303 of 607 ends

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 105 107 246 169 452 396 114 698
v/c Ratio 0.44 0.44 0.57 0.58 0.54 0.34 0.47 0.61
Control Delay 42.9 42.9 11.0 37.7 33.4 24.0 44.7 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.9 42.9 11.0 37.7 33.4 24.0 44.7 31.5
Queue Length 50th (ft) 55 56 0 69 110 82 58 117
Queue Length 95th (ft) 128 130 71 158 204 157 133 193
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 886 898 920 897 1005 2060 517 2865
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.12 0.12 0.27 0.19 0.45 0.19 0.22 0.24 Intersection Summary

Page 304 of 607 ends

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 123 126 265 41 76 978 27 873
v/c Ratio 0.34 0.26 0.51 0.08 0.37 0.57 0.17 0.66
Control Delay 33.7 9.8 36.3 15.9 40.8 21.6 40.2 28.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 9.8 36.3 15.9 40.8 21.6 40.2 28.5
Queue Length 50th (ft) 58 6 63 6 36 115 13 140
Queue Length 95th (ft) 123 55 114 35 87 211 42 205
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 616 494 1105 524 569 3144 569 3205
Starvation Cap Reductn 0 0 0 0 0 490 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.26 0.24 0.08 0.13 0.37 0.05 0.27 Intersection Summary

Page 305 of 607 ends

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR NBL NBT SBL SBT
Lane Group Flow (vph) 89 110 334 954 1 1108
v/c Ratio 0.52 0.37 0.63 0.25 0.01 0.39
Control Delay 46.7 9.2 40.7 4.5 39.0 12.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5
Total Delay 46.7 9.2 40.7 4.5 39.0 12.4
Queue Length 50th (ft) 48 0 92 43 1 116
Queue Length 95th (ft) 90 38 129 112 6 184
Internal Link Dist (ft) 271 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 534 675 717 3768 233 2841
Starvation Cap Reductn 00000 1126
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.16 0.47 0.25 0.00 0.65
Intersection Summary

Page 306 of 607 ends

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 580 1412 1424 412 252 256 514
v/c Ratio 0.96 0.61 1.00 0.45 0.65 0.65 0.81
Control Delay 62.9 10.1 50.0 3.4 36.8 37.2 40.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.9 10.1 50.0 3.4 36.8 37.2 40.6
Queue Length 50th (ft) 157 213 ~305 0 122 124 140
Queue Length 95th (ft) #258 280 #398 51 202 205 201
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 607 2307 1419 918 436 437 713
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.96 0.61 1.00 0.45 0.58 0.59 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 307 of 607 ends

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 723 899 122 112 745 468 162 80 86 424 48 768 v/c Ratio 0.75 0.40 0.16 0.39 0.61 0.65 0.55 0.21 0.28 0.61 0.11 0.65 Control Delay 45.4 23.4 2.7 57.3 25.7 10.5 60.0 47.9 2.2 49.0 38.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 23.4 2.7 57.3 25.7 13.3 60.0 47.9 2.2 49.0 38.5 6.7 Queue Length 50th (ft) 260 158 0 32 111 196 63 31 0 154 31 13 Queue Length 95th (ft) #403 224 26 63 103 112 97 46 0 #297 61 66 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 970 2235 767 368 1451 772 340 890 510 695 475 1253 Starvation Cap Reductn 0 0 0 0 0 196 0 0 0 0 0 0
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.75 0.40 0.16 0.30 0.51 0.81 0.48 0.09 0.17 0.61 0.10 0.61 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 308 of 607 ends

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBR
Lane Group Flow (vph) 62 1289 14 41 1293 31 1 39 20 46
v/c Ratio 0.13 0.37 0.01 0.34 0.52 0.14 0.00 0.13 0.11 0.08 Control Delay 32.2 5.6 0.0 69.5 15.6 54.3 41.0 0.8 54.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.2 5.6 0.0 69.5 15.6 54.3 41.0 0.8 54.9 0.3 Queue Length 50th (ft) 23 118 0 33 318 11 1070
Queue Length 95th (ft) m33 186 m0 m55 425 28 5 0 21 0
Internal Link Dist (ft) 521 1512 362
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 538 3523 1112 277 2507 283 538 567 283 775 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.12 0.37 0.01 0.15 0.52 0.11 0.00 0.07 0.07 0.06 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

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Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 154 960 275 757 416 631 131 295 194 v/c Ratio 0.50 0.49 0.29 0.40 0.58 0.74 0.64 0.54 0.48
Control Delay 41.8 22.6 9.0 29.4 45.6 46.6 64.5 49.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.8 22.6 9.0 29.4 45.6 46.6 64.5 49.2 9.5
Queue Length 50th (ft) 42 254 58 153 147 237 98 113 0
Queue Length 95th (ft) 69 336 99 229 202 280 159 140 58 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 361 1977 934 1911 721 1094 270 1139 629 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.43 0.49 0.29 0.40 0.58 0.58 0.49 0.26 0.31 Intersection Summary

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ATTACHMENT 5

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City of Concord
Community Development Department
1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
August 12, 2022
Prepared by
1501 Sports Drive, Suite A, Sacramento, CA 95834
ATTACHMENT 6

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
1 August 2022

TABLE OF CONTENTS
A. Introduction and Summary ........................................................................................................... 2 B. Project Description .......................................................................................................... 2 C. Discussion....................................................................................................................... 6 D. Conclusion ...................................................................................................................... 9

FIGURES
Figure 1 Regional Project Location ................................................................................................ 3 Figure 2 Project Site Boundaries Map ............................................................................................ 4 Figure 3 Project Site Plan .......................................................................................................... 6 Figure 4 Phase II Boring Locations ............................................................................................ 9

APPENDIX
Appendix A – VMT and Local Transportation Assessment
Appendix B – Limited Phase II Site Assessment Report

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
2 August 2022
A. INTRODUCTION AND SUMMARY
In October 2007, the City of Concord adopted the Concord 2030 Urban Area General Plan (UAGP) and General Plan Environmental Impact Report (General Plan EIR). However, since its adoption in 2007, the Concord 2030 UAGP was amended in 2008, 2010, and 2012. To reflect those amendments, the title of the UAGP was changed to the 2030 Concord General Plan (General Plan) and a Supplemental Final EIR for the 2030 Concord General Plan EIR (General Plan SEIR) was adopted April 11, 2012 to address the subsequent amendments made to the General Plan.

The General Plan EIR is a program-level EIR, prepared pursuant to Section 15168 of the CEQA Guidelines (Title 14, California Code of Regulations [CCR], Sections 15000 et seq.). The General Plan EIR analyzed full implementation of the original City of Concord UAGP, and identified measures to mitigate any significant adverse project and cumulative impacts associated with the General Plan. The General Plan SEIR was later prepared to analyze the amendments made to the General Plan, and identify measures to mitigate any additional impacts associated with the amendments. Pursuant to CEQA Guidelines Section 15150(a), the Concord General Plan, General Plan EIR, and General Plan SEIR are incorporated by reference. All documents are available upon request at the City of Concord Community Development Department, 1950 Parkside Drive, Building D, Concord, CA 94519 or online at the City of Concord website.

The purpose of this Memorandum is to evaluate the 1045 Galaxy Way Cannabis Retail Project (proposed project) to determine whether the proposed project is exempt from review under CEQA.

As will be demonstrated below, the proposed project can be considered exempt from CEQA, consistent with CEQA Guidelines Section 15061(b)(3), Common Sense Exemption. A Common Sense Exemption is based on the premise that if a project can be seen with certainty to have no possible significant effect on the environment, the project would not be subject to CEQA.

B. PROJECT DESCRIPTION
The following provides a description of the project site’s current location and setting, as well as the proposed project components and the approvals required for the project.

Project Location and Setting
The approximately 1.34-acre project site is located at 1045 Galaxy Way, west of the intersection of Diamond Boulevard and Galaxy Way, in the City of Concord, California (see Figure 1). The site is located on a portion of the parcel identified by Assessor’s Parcel Number 126-325-004. The project site is currently developed with a surface parking lot and a 5,323-square foot (sf) building that was used as a showroom for the car dealership that previously occupied the site. The project site is bound by a car dealership to the north, Diamond Boulevard to the east, Galaxy Way to the south, and a furniture store and Interstate 680 (I-680) to the west (see Figure 2). The City of Concord General Plan designates the project site as West Concord Mixed Use (WCMU) and the site is zoned West Concord Mixed Use (WMX).

Proposed Project Components
The proposed project would establish a cannabis storefront retail and delivery business, which would occupy the existing 5,323-sf building and operate from 9:00 AM to 10:00 PM, seven days a week. The proposed project would involve interior changes to the existing floor plan to accommodate cannabis retail business operations, including a new security office, secure inventory, conference room, and retail space (see Figure 3). Proposed improvements would also include minor exterior improvements to the existing building such as replacing storefront windows, repainting the building’s façade, and removing the overhang on the building’s east side.

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
3 August 2022
Figure 1
Regional Project Location
Project Site

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
4 August 2022
Figure 2
Project Site Boundaries Map
Commercial
Uses
Commercial
Uses
Car Dealership
Commercial
Uses

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
5 August 2022
Figure 3
Project Site Plan

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
6 August 2022
As shown in Figure 3, the only exterior improvements that would result in limited ground disturbance consist of replanting landscape areas, reconfiguring parking spaces, and the construction of a new trash enclosure that would include a concrete slab with drainage to a grease interceptor, which would connect to an existing sanitary sewer line underlying the project site. The new trash enclosure and drain would be located adjacent to the parking lot, southeast of the existing service building identified on Figure 3. All the parking lot striping for the on-site parking spaces would be removed and repainted, with a net reduction in two spaces. Six additional parking spaces would be removed in the northernmost portion of the existing parking lot, in order to provide sufficient area for additional landscaping. The new parking lot would consist of 19 standard parking spaces, two compact spaces, two Americans with Disabilities Act (ADA) accessible spaces, and seven new electric vehicle-only parking spots. Because the project would exceed the maximum allowed number of parking spaces, the proposed project would require the approval of a Minor Exception, in compliance with Section 18.160.404(d)(3) of the City’s Municipal Code. In addition, a bicycle rack and trash enclosure would be added, and the path of travel would be brought up to current ADA standards. The only alteration to the existing parking lot lighting fixtures would be upgrading the fixtures to LED lights.

Project Approvals
The proposed project would require the following approvals from the City of Concord:
• Administrative Permit for the allowance of a cannabis storefront use in the WMX zoning district;
• Design and Site Review for the alteration of an existing building and parking lot; • Minor Exception for proposed number of parking spaces; and • Development Agreement between the project applicant and the City for the proposed use.

C. DISCUSSION
The following section contains substantial evidence showing that the proposed project can be considered exempt from CEQA under CEQA Guidelines Section 15061(b)(3).

Common Sense Exemption
A project qualifies for the exemption set forth in CEQA Guidelines section 15061(b)(3) if:

The activity is covered by the common sense exemption that CEQA applies only to projects which have the potential for causing a significant effect on the environment. Where it can be seen with certainty that there is no possibility that the activity in question may have a significant effect on the environment, the activity is not subject to CEQA.

The discussion below identifies the analysis of the City in its CEQA review of the proposal.

General Plan and Zoning Consistency
The City’s General Plan designates the site WCMU and the site is zoned WMX. The WCMU land use designation is intended for use in the area generally located between I-680 and Highway 242, south of Concord Avenue. The WCMU designation allows for a mix of office and commercial development, as well as public/quasi-public uses, but does not allow for the development of residential uses. The proposed project is commercial in nature and is surrounded by commercial uses, which are allowed within the WCMU designation. The proposed project would consist of interior building improvements, as well as minor exterior improvements to the existing building, as described above; thus, the proposed project would not alter the floor area ratio (FAR) of the currently existing building. Therefore, the project would comply with the maximum FAR for the

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
7 August 2022
WCMU designation. As such, buildout of the proposed project would not result in any conflict with the General Plan land use designation of the site or surrounding area.

The WMX zoning district is applied to the west area of downtown Concord, along Concord Avenue and the Walnut Creek Channel, and adjoining areas of the City appropriate for a mix of schools, commercial, office, retail, multi-tenant offices and warehouses, and institutional development. The WMX zoning district allows new automobile dealers, shopping centers, hotels, restaurants, office buildings, and multi-tenant commercial spaces. The zoning district does not allow residential uses.

The proposed cannabis retail use is an allowable use under the WMX zoning district with City approval of an Administrative Permit. Thus, the applicant is requesting City approval of an Administrative Permit. Approval of an Administrative Permit is at least partially dependent upon City approval of a cannabis storefront retailer license for the Applicant, pursuant to Chapter 5.80 of the City’s Municipal Code.

Site and Project Characteristics
The project site is comprised of an existing building and parking lot. The site is devoid of natural habitats that could support rare, threatened, or endangered species.

Access to the project site is via Galaxy Way to the south and Diamond Boulevard to the east.

Because the project site is already developed, and the project would not alter any existing roadways or access driveways, roadway operations in the project vicinity would generally remain unchanged with the addition of project traffic, with the exception of the westbound left-turn pocket on Concord Avenue and Diamond Boulevard. According to a VMT and Local Transportation Assessment conducted for the proposed project by Fehr & Peers,1 the queue at this turn-pocket
already exceeds the available storage without the proposed project (see Appendix A). The proposed project would increase queues along the turn pocket by 50 feet or more during the Saturday peak hour under Existing Plus Project conditions, which would be considered by the City to be a detrimental project effect. However, the City will require as a condition of approval that the project applicant contribute to retiming of the traffic signal to provide additional green time for the westbound left-turn movement. Retiming of the signal would reduce the increase in vehicle queues to below the City’s threshold for a determinantal project effect. Therefore, the existing transportation infrastructure would have adequate capacity to accommodate the relatively limited trips that would be generated by the proposed project.

Noise-sensitive receptors do not exist in the vicinity of the project site. The nearest sensitive receptors are the single-family residences located approximately 1,700 feet southwest of the project site. Activities that would generate loud noise would not occur on-site, and the project would not include outdoor operations. The primary sources of noise would be vehicles traveling to and from the project site. Limited loading operations would occur at the new loading space to be located east of the building. It is anticipated that loading activities would be limited to a few deliveries per week. Deliveries would not be made using large trucks, but rather mid-size trucks, such as those used by UPS and FedEx. Such trucks would not generate substantial noise.

Therefore, significant impacts related to noise would not occur.

Air quality emissions from the project operations would primarily be limited to vehicles traveling to and from the site. With a maximum of 30 parking spaces, vehicular activity would be relatively limited over the course of a day. In addition, the project site is currently developed with 38 parking spaces. As such, the proposed project would potentially reduce air quality emissions compared to the site’s previous use. Thus, significant effects related to air quality would not occur. 1 Fehr and Peers. Authentic Concord, VMT and Local Transportation Assessment. April 25, 2022.

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
8 August 2022
The proposed project would use the existing on-site storm drainage system. In addition, the project would involve the expansion of the existing on-site landscaped areas, which would increase the amount of pervious surface on the project site, and, thus, available area for stormwater infiltration purposes. As a result, significant impacts related to the stormwater system capacity or water quality would not occur.

Similarly, because the site is developed with an existing building and parking lot, the project site is already provided water, sewer, and solid waste services. Given that the proposed project is consistent with the land use and zoning designations for the site, the City has adequate capacity to provide such services for the proposed project. It should be noted that the new drain under the proposed trash enclosure area would connect to an existing on-site underlying sewer line. As discussed in further detail in the Hazardous Waste Sites section below, such improvements would occur on the southern portion of the parcel, which is not in or near any previously identified contamination areas associated with prior uses on the property. Thus, impacts associated with such would not occur related to the proposed improvements.

Demand for City services could include law enforcement and fire protection. The existing development on the project site is already covered by such services. As such, the City has capacity to provide such services for the proposed project.

Cumulative Impact
The project site is located within an urbanized area of the City, is currently developed, and is entirely surrounded by existing development. Because the proposed project is consistent with the project site’s General Plan land use and zoning designations, cumulative impacts associated with operations on the project site have been generally anticipated by the City and analyzed in the General Plan EIR and Supplemental EIR. In addition, the project would not require off-site utility upsizing or other related improvements with the potential to result in cumulatively considerable impacts. The project does not include any unique features that would result in new or more severe cumulative impacts beyond what has been analyzed in the General Plan EIR and Supplemental EIR. As a result, the proposed project would not result in any cumulative impacts.

Hazardous Waste Sites
The California Environmental Protection Agency provides a list of data resources that provide information regarding the facilities or sites identified as meeting the “Cortese List” requirements, pursuant to Government Code 65962.5.2
The Department of Toxic Substances Control (DTSC)
Hazardous Waste and Substances Site List is a component of the Cortese List.3 The other components of the Cortese List include the list of leaking underground storage tank (LUST) sites from the State Water Resources Control Board (SWRCB) GeoTracker database, the list of solid waste disposal sites identified by the SWRCB, and the list of active Cease and Desist Orders (CDO) and Cleanup and Abatement Orders (CAO) from the SWRCB. The approximately five-acre parcel that the approximately 0.8-acre project site is located on is identified on the SWRCB’s GeoTracker website as a closed leaking underground storage tank (LUST) cleanup site in association with the use of the property as a car dealership. 4 2
CalEPA. Cortese List Data Resources. Available at: https://calepa.ca.gov/sitecleanup/corteselist/. Accessed June 2022.
3 Department of Toxic Substances Control. Hazardous Waste and Substances Site List (Cortese). Available at:
https://www.envirostor.dtsc.ca.gov/public/. Accessed July 2022. 4 California State Water Resources Control Board. GeoTracker. Available at:
https://geotracker.waterboards.ca.gov/map/?CMD=runreport&myaddress=1045+galaxy+way%2C+concord%2C+ cA#. Accessed July 2022.

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
9 August 2022
The LUST cleanup is related to former underground storage tanks (USTs) located near the northwest corner of the property that were used to store gasoline. The project site is on the southern boundary of the parcel and does not appear to have overlapped with the LUST cleanup site. A report was filed on September 12, 1986 that a gasoline leak had occurred, initiating an investigation by the San Francisco Bay Regional Water Quality Control Board (SFBRWQCB). A site investigation and remedial actions for the USTs were completed, and No Further Action Required was granted by SFBRWQCB and the Contra Costa County Health Services Department (CCCHSD) in 1995.5
In addition, based on a previous Phase I Environmental Site Assessment conducted for the entire parcel, including both the project site and the car dealership to the north, several recognized environmental conditions (RECs) have been identified in the northern portion of the parcel (see Figure 4). The identified RECs include two pairs of former USTs that occupied the northwest corner of the property at different times, eight in-ground hydraulic lifts in the eastern portion of the warehouse area, and the former presence of a clarifier (oil-water separator) in the western side of the warehouse area. As discussed above, No Further Action Required was granted by SFBRWQCB and the CCCHSD related to the USTs. None of the identified RECs occurred on the project site.

In response to the findings of the Phase I Environmental Site Assessment, and to determine the extent to which the existing RECs may influence the property conditions, a Phase II Site Assessment Report (Phase II) of the whole property was subsequently performed by AdvancedGeo, Inc. in June 2020 (see Appendix B). The Phase II included a number of soil borings and groundwater samples in the locations of the previously identified RECs (see Figure 4 for REC and boring locations).

The Phase II results showed that although very low levels of volatile organic compounds and harmful metals were detected in the soil samples, the reported concentrations were below SFBRWQCB Environmental Screening Levels. Therefore, the Phase II determined that additional investigation was not warranted, as constituents detected during the investigation would not pose a threat to human health or the environment.

Based on the above, while the parcel on which the project site is located is identified on the Cortese List, the case has been closed since 1995 when the SFBRWQCB issued a No Further Action Required letter. In addition, the recently performed Phase II concluded that the proposed use of the site would not pose a human health risk. Moreover, the proposed limited disturbance areas of the project, including associated with the proposed trash enclosure area with a drain to the existing underlying sewer line, would occur within the existing parking area and landscaping areas of the project site, which is located on the southern portion of the parcel. Such areas are not located in or near the vicinity of the detected RECs. As such, the proposed project would not have the potential to disrupt soil that may have residual contamination. Therefore, significant effects related to hazards and hazardous materials would not occur.

D. CONCLUSION
This Memorandum demonstrates with certainty that there is no possibility that the proposed project would have a significant impact upon the environment. Thus, the proposed project can be considered exempt from CEQA under Section 15061(b)(3).
5 California Regional Water Quality Control Board. Underground Storage Tank Removal at 2121 Diamond Boulevard, Concord, CA. April 14, 1995.

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1045 Galaxy Way Cannabis Retail Project
Exemption Memorandum
10 August 2022
Figure 4
Phase II Boring Locations
Source: AdvancedGeo Inc. Limited Phase II Site Assessment Report, Service Master - Future Ford, 2121 Diamond Boulevard, Concord, California. June 10, 2022.

Project Site

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Appendix A
VMT and Local Transportation Assessment

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100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | (925) 930-7100 | Fax (925) 933-7090 www.fehrandpeers.com
Memorandum
Date: April 25, 2022
To: Winnie Chung, City of Concord
From: Marta Polovin and Ryan McClain, Fehr & Peers
Subject: Authentic Concord, VMT and Local Transportation Assessment WC21-3866
This technical memorandum documents the results of the local transportation analysis prepared for the proposed Authentic Cannabis Dispensary Project in Concord, California.

The proposed Project site is located at 1045 Galaxy Way, in Concord, California, as shown on Figure 1. The Project seeks to build out an existing 5,323 square foot building for use as a marijuana dispensary. Vehicular site access will be provided via two driveways along Galaxy Way.

The project site plan is shown on Figure 2. This study’s purpose is to provide an initial screening for vehicle miles traveled (VMT) and evaluate the potential effects of the development of the Project on the nearby area roadway levels of service (LOS) and review collision trends adjacent to the Project site.

VMTScreeningAssessment
With the passage of Senate Bill 743 (SB 743), the use of criteria such as auto delay, level of service, and similar measures of vehicle capacity of traffic congestion as the basis for determining significant impacts as part of California Environmental Quality Act (CEQA) compliance was eliminated. SB 743 mandates the use of VMT in the evaluation and assessment of significant transportation impacts. In July 2020, Concord adopted VMT-based analysis methods which includes VMT metrics, thresholds, and screening criteria for evaluating a project’s VMT impact.

Based on the City thresholds and screening criteria, a project can be screened out from a formal VMT analysis if certain criteria are met that would signify that a project would be presumed to result in a less-than-significant CEQA Transportation section impact with respect to VMT. A project’s impact on VMT is considered less-than-significant and should not require further VMT

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Winnie Chung
April 25, 2022

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analysis if the project meets at least one of the following criteria (based on the City of Concord’s thresholds adopted July 2020):

Retail
• Locally Serving1 and fewer than 30,000 square feet
• Located in a Transit Priority Area (TPA)2 and fewer than 50,000 square feet The total square footage of the proposed project is 5,323 square feet, which is less than the 30,000 square foot threshold for a retail use not located in a TPA. Additionally, the project may be considered locally serving based on the proximity of nearby dispensaries and the context of the Project. Velvet Cannabis Dispensary, located on 4808 Sunrise Drive, Martinez, California is roughly

3.1 miles away, and the retail portion is expected to serve nearby residents. Therefore, the proposed retail portion of the project satisfies the City-established screening criteria for a locallyserving retail use and may be presumed to result in a less than significant VMT impact without further analysis.

LocalTransportationAnalysis
The following discusses our analysis methods and assumptions for the assessment.

Analysis Locations and Scenarios
Potential project violations of the City’s established LOS policies were determined by measuring the effect project traffic would have on intersections in the vicinity of the project site during the weekday evening (4:00 to 6:00 PM) and Saturday (10:00 AM to 2:00 PM) peak periods. Based on the expected level of Project trip generation, the trip distribution, and City of Concord’s thresholds, the following intersections were selected for study, as shown on Figure 1:

1. Concord Avenue/Diamond Boulevard

2. Concord Avenue/Meridian Park Boulevard

3. Concord Avenue/Galaxy Way

4. Concord Avenue/Commerce Avenue/SR-242 Ramp

5. Concord Avenue/Market Street/SR-242 Ramp
1 Locally serving uses are generally fewer than 30,000 square feet and tend to serve the immediate community surrounding the project site, such as a coffee shop, drycleaners, convenience markets, and tutoring centers. If there are similar uses within a three-mile radius, the use may also be locally serving.

The final determination of whether a particular project is a local serving use shall rest with the City.

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Winnie Chung
April 25, 2022

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6. Diamond Boulevard/Burnett Avenue

7. Diamond Boulevard/Galaxy Way

8. Diamond Boulevard/The Veranda/Seafood City Driveway

9. Diamond Boulevard/Willow Way

10. Diamond Boulevard/The Willows/Hilton Concord Driveway

11. Willow Pass Road/I-680 Northbound Ramps

12. Willow Pass Road/Diamond Boulevard

13. Willow Pass Road/Franquette Avenue

14. Willow Pass Road/Market Street
Operations of signalized intersections were evaluated using the method from Transportation Research Board’s Highway Capacity Manual 6th and 2000 Edition methods. The following scenarios were evaluated:
• Existing – Based on existing traffic counts collected at the above intersections when area schools were in normal session.
• Existing with Project – Existing traffic counts plus traffic expected to be generated by the proposed Project.

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Martinez
Park Reserve

CONCORD

MARTINEZ

PLEASANT HILL
Contra Costa Blvd
Cowell Rd
ChilpancingoPkwy
Golf Club Rd
Muir Rd
Pacheco Blvd
Clayton Rd
Concord Blvd
Willow Pass Rd
E Olivera Rd
Galindo St
Concord Ave
East St
Port Chicago Hwy
Meadow Ln
Detroit Ave
Willow Pass Rd
Alhambra Ave
Paso Nogal Rd
Morello Ave
Ellinwood Dr
Grant St
Taylor Blvd
Solano Way
Marsh Dr
Arnold Dr
Salvio St
Paso Nogal
Market St
Center Ave
Monument Blvd
Diamond Blvd
Meridian Park Blvd
John Glenn Dr
Burnett Ave
·242
·4
%&680
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8
9 10
11 12
13 14
Project Site Vicinity and Study Locations
Figure 1
WC21-3866_1_StudyArea
Project Site # Study Intersection

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260.48
• •• • ••• • ••• • ••• • • • • • • • • • • • • • • •

82.77 • •• • ••• • ••• • ••• • • • • • • • • • • • • • • • 565.14
• •• • ••• • ••• • ••• • • • • • • • • • • • • • • •
513.13
• •• • ••• • ••• • ••• • • • • • • • • • • • • • • •
102.03
• •• • ••• • ••• • ••• • • • • • • • • • • • • • • •
293.39
• •• • ••• • ••• • ••• • • • • • • • • • • • • • • •

78.55 R = 50
211,266 S.F. (4.85 AC)

EXISTING SRM STORAGE / WAREHOUSE
(NOT A PART)

PROPOSED
RETAIL

BUILDING

EXISTING

SERVICE

BUILDING
(NOT A PART)
(N) PARKING
30 TOTAL SPACES

EXISTING

SRM SERVICE MASTER

RESTORATION SERVICE
(NOT A PART)
EXISTING PARKING:
(91 STANDARD SPACES,
4 ACCESSIBLE SPACES - 95 TOTAL SPACES)

EXISTING GALAXY

OFFICE BUILDING

EXISTING SERVICE PARKING
(NOT A PART)
EXISTING CONCORD HOLIDAY INN.

GALAXY WAY
DIAMOND BLVD.
(N) LANDSCAPE
(N) LANDSCAPE
(N) LANDSCAPE
EV

CHARGING
ONLY

COMPACT EV

CHARGING
ONLY

COMPACT

COMPACT
EV

CHARGING
ONLY
EV

CHARGING
ONLY
NO

PARKING VAN
EV

CHARGING
ONLY
EV

CHARGING
ONLY
NO

PARKING
EV

CHARGING
ONLY
NO

PARKING
(N) PARKING
(NOT A PART)
DR1.

OVERALL

SITE PLAN

OVERALL SITE PLAN
SCALE: 1" = 30'-0"
JOB NO.:

REV. NO. REV. D
DATE:
w w w . t w - a r c h i t e c t s
920 First Street, Suite 202
Benicia, CA 94510
Tel: (707) 747-1231

TOM WILSON ARCHITECT
09-01-
NSE

AUTHENTIC
1045 GALAXY WAY,
Project Site Plan
Figure 2
WC21-3866_2_SitePlan
Site Plan Source: Tom Wilson Architect, Inc., 01/27/2022

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Winnie Chung
April 25, 2022

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Analysis Methods
The operations of roadway facilities are described with the term “level of service” (LOS). LOS is a qualitative description of traffic flow from a vehicle driver’s perspective based on factors such as speed, travel time, delay, and freedom to maneuver. Six levels of service are defined ranging from LOS A (free-flow conditions) to LOS F (over-capacity conditions). LOS E corresponds to operations “at capacity.” When volumes exceed capacity, stop-and-go conditions result, and operations are designated LOS F.

Signalized Intersections
Traffic conditions at signalized intersections were evaluated using methods developed by the Transportation Research Board (TRB), as documented in the Highway Capacity Manual 6th Edition (HCM 6th) for vehicles. The HCM method calculates control delay at an intersection based on inputs such as traffic volumes, lane geometry, signal phasing and timing, pedestrian crossing times, and peak hour factors. Control delay is defined as the delay directly associated with the traffic control device (i.e., a stop sign or a traffic signal) and specifically includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Due to some limitations with the HCM 6th Edition methodology, some intersections were evaluated using the HCM 2000 methodology. Specifically, the study intersection of Market Street at Willow Pass Road (Intersection 14) was evaluated using HCM 2000 methodology, as the 6th Edition does not include a method for the evaluation of 5-legged intersections. The relationship between LOS and control delay is summarized in Table 1.

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Table 1: Signalized Intersection LOS Criteria
Level of
Service Description Delay in Seconds
A
Progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
< 10.0
B Progression is good, cycle lengths are short, or both. More vehicles stop than with LOS A, causing higher levels of average delay.
> 10.0 to

20.0 C
Higher congestion may result from fair progression, longer cycle lengths, or both.

Individual cycle failures may begin to appear at this level, though many still pass through the intersection without stopping.
> 20.0 to

35.0 D
The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop, and the proportion of vehicles not stopping declines.

Individual cycle failures are noticeable.
> 35.0 to

55.0 E
This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. > 55.0 to

80.0 F
This level is considered unacceptable with oversaturation, which is when arrival flow rates exceed the capacity of the intersection. This level may also occur at high V/C ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to such delay levels. > 80.0
Source: Highway Capacity Manual 6th Edition (Transportation Research Board).

Regulatory Setting and LOS Policies
Intersection LOS has been evaluated in this study for General Plan compliance and to identify potential transportation improvements that could be implemented as part of the Project to improve the overall operations of the transportation system for all modes. The City of Concord 2030 General Plan sets the LOS benchmark at LOS E for streets within the Downtown, or within one-half mile of a BART station and along major transit routes. All other locations have a LOS benchmark of D.

The Project could have a noticeable detrimental effect on local and regional travel if it would cause an increase in traffic which is substantial in relation to the traffic load and capacity of the street system (i.e., result in a substantial increase in either the number of vehicle trips, or delay and congestion at intersections), or change the condition of an existing street (e.g., street closures, changing direction of travel) in a manner that would substantially change access or traffic load and capacity of the street system. Criteria were developed based on LOS policies contained within the City of Concord General Plan, Transportation Impact Guidelines and previously used by the City of Concord as intersection thresholds of significance.

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If necessary, recommendations will be designed to enhance mobility for all travel modes, including transit vehicles, without degrading or precluding the provision of planned bicycle, pedestrian, and transit facilities. Intersection or roadway improvements may be recommended under the following circumstances for intersections:

Signalized Intersections

1. For intersections not downtown or within a one-half mile radius of BART, project-related traffic causes the LOS rating to deteriorate from LOS D (55-seconds) or better to LOS E or F.

2. For intersections downtown, within a one-half mile radius of BART, or along a major transit route, project-related traffic causes the LOS rating to deteriorate from LOS E (80- seconds) or better to LOS F.

3. For intersections already operating at an unacceptable LOS without the project it is considered a deficiency if the project increases the average intersection delay by five or more seconds.

Vehicle Queues

1. Addition of project traffic causes 95th percentile vehicle queues to exceed the existing or planned length of a turn pocket, or where a queue exceeds the available storage without the project, project traffic increases the queue by 50-feet or more.

ExistingConditions
This section describes the transportation facilities in the study area, including the surrounding roadway network, transit, pedestrian, and bicycle facilities in the Project’s vicinity. Existing intersection operations are also described.

Existing Transportation System
Regional Roadways
Interstate 680 (I-680) is a major north-south freeway that extends from San Jose to Fairfield, passing through the Counties of Santa Clara, Alameda, Contra Costa, and Solano. I-680 is a designated route of regional significance by the Contra Costa Transportation Authority (CCTA).

Routes of regional significance are roadways that connect two or more subareas of Contra Costa, cross County boundaries, carry significant through traffic, and/or provide access to a regional highway or transit facility. The facility is west of the study area, with three general purpose lanes and one carpool lane in each direction.

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State Route 242 (SR-242) is a north-south freeway that orients northeast-southwest through Concord, connecting to SR-4 in the north and I-680 in the south. It is also defined as a Route of Regional Significance by the CCTA. Within the study area, the facility is a six-lane freeway with a partial interchange at Concord Avenue.

Willow Pass Road is an east-west roadway with a northeast/southwest orientation. The Concord General Plan classifies Willow Pass Road as a regional roadway. It has three travel lanes in each direction and sidewalks on both sides of the road within the study area. The posted speed limit is 35 miles per hour (mph). The level of service standard on Willow Pass Road is LOS E as it is a transit route.

Local Roadways
Diamond Boulevard is a north-south roadway east of the project site with a northwest/southeast orientation. The Concord General Plan classifies this roadway as a community street. It has two travel lanes in each direction with a dividing center median. Sidewalks are provided on both sides of the roadway. The posted speed limit is 35 mph. The LOS standard on Diamond Boulevard is LOS E as it is a transit route.

Concord Avenue is an east-west roadway north of the project. The Concord General Plan classifies this roadway as a community street and as a downtown street (past Fremont Street). It has 3 travel lanes in each direction with a dividing center median. Sidewalks are generally provided on both sides of the roadway. The posted speed limit is 40 mph. The LOS standard on Concord Avenue is LOS E as it is a transit route.

Transit Service
Transit service in the area is provided by County Connection with transit stops located within 0.5 miles of the Project site. There is a stop located less than 200 feet southwest of the Project, UFCW/Employers Plaza, on Galaxy Way (west of the westernmost Project driveway), which provides eastbound travel for route 91X. Additional stops exist along Diamond Boulevard, which provide generally eastbound and westbound travel for routes 19, 320 and 91X. There are stops located east of the Project near the Galaxy Way and Meridian Park Boulevard intersection, also providing eastbound and westbound travel for routes 19 and 91X. Route 19 connects the study area to the Concord BART Station and Martinez Amtrak Station on weekdays with 90-minute headways from 7:00 AM to 7:30 PM Route 91X (Commuter Express) connects the study area to the Concord BART Station and UFCW/Employers Plaza on weekdays with 30-minute headways from 6:30 AM to 8:30 AM and from 3:30 PM to 6:00 PM. Route 320 connects the study area to the Concord BART Station and Diablo Valley College on weekends with 30 minute headways from 10:00 AM to 7:00 PM.

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Bicycle Facilities
There are no bike facilities located on Galaxy Way, west of Diamond Boulevard. There is an eastbound and westbound Class 2 bike lane on Galaxy Way, between Diamond Boulevard and Meridian Park Boulevard (the eastbound bike lane continues shortly after Meridian Park Boulevard). Additionally, there are no bicycle facilities on Diamond Boulevard within the immediate Project vicinity. The 2016 City of Concord Bicycle, Pedestrian & Safe Routes to Transit Plan identifies that a complete street study and Class 3 Bike Route are recommended along Diamond Boulevard near the project site.

Pedestrian Facilities
There are existing sidewalks along both sides of Galaxy Way, with crosswalks located at the Diamond Boulevard and Galaxy Way intersections. There are existing sidewalks along both sides of Diamond Boulevard.

Data Collection
Intersection turning movement counts, including separate counts of pedestrians, bicyclists, and heavy trucks were collected in February 2022 during the weekday evening (4:00 to 6:00 PM) and Saturday (11:00 AM to 2:00 PM) peak periods to coincide with the time-periods when adjacent street traffic demands are the greatest, and with the nearby school arrival patterns. Peak hour intersection volumes are summarized on Figure 3 along with existing lane configurations and traffic controls. In some cases, existing volumes were manually adjusted to account for imbalances in the count data between closely spaced intersections. The traffic counts are provided in Attachment B.

Existing Intersection LOS
Existing intersection lane configurations, signal timings, and peak hour turning movement volumes were input into the Synchro 11.0 software program to calculate the LOS for the study intersections during each peak hour. Detailed LOS calculation worksheets can be found in Attachment B. As shown in Table 2, all signalized intersections currently operate within the level of service standards set by the City of Concord.

Table 2: Existing Delay and LOS
Intersection Control1 Peak
Hour2
Existing
Delay3 LOS
1 Diamond Blvd & Concord Ave Signal PM
SAT

25.4 C

27.2 C

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Intersection Control1 Peak
Hour2
Existing
Delay3 LOS
2 Meridian Park Blvd & Concord
Ave Signal PM SAT

10.2 B

15.3 B
3 John Glenn Dr & Concord Ave Signal PM
SAT

9.4 A

14.2 B
4 Commerce Ave/SR 242 &
Concord Ave Signal PM SAT

20.9 C

34.1 C
5 Market St/SR 242 & Concord
Ave Signal PM SAT

15.3 B

13.1 B
6 Diamond Blvd & Burnett Ave Signal PM
SAT

58.1 E

45.8 D
7 Diamond Blvd & Galaxy Way Signal PM
SAT

17.7 B

15.3 B
8 Diamond Blvd & The
Veranda/Seafood City Driveway Signal PM SAT

47.8 D

22.2 C
9 Diamond Blvd & Willow Way Signal PM
SAT

17.5 B

24.6 C
10 Diamond Blvd & The
Willows/The Hilton Driveway Signal PM SAT

12.4 B

12.2 B
11 Willow Pass Rd & I-680
Northbound Ramps Signal PM SAT

21.5 C

27.3 C
12 Willow Pass Rd & Diamond Blvd Signal PM
SAT

38.4 D

45.6 D
13 Willow Pass Rd & Franquette
Ave Signal PM SAT

40.7 D

41.8 D
14 Willow Pass Rd & Market St4 Signal PM
SAT

35.1 D

35.9 D
Notes:

1. Existing intersection traffic control type, (Signal = Signalized).

2. PM= Weekday evening peak hour, SAT = Saturday peak hour.

3. Whole intersection average delay reported for signalized intersections. Delay calculated per HCM 6th methodologies.

4. Delay reported using HCM 2000 methodologies.

Source: Fehr & Peers, February 2022.

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679 (774)
193 (273)
877 (911)
583 (809)
1,376 (1,252)
182 (222)

1. Diamond Blvd/Concord Ave
133 (183)
1 (9)
108 (125)
13 (29)
984 (941)
70 (131) 18 (40) 7 (6)
5 (18)
6 (12)
1,407 (1,309)
120 (182)

2. Meridian Park Blvd/Concord Ave
117 (88)
20 (28)
261 (249)
68 (136)
922 (896)
60 (55) 96 (117) 12 (21)
35 (22)
27 (29)
1,320 (1,283)
149 (198)

3. John Glenn Dr/Concord Ave
31 (20)53 (20)
186 (92)
1,456 (1,082)
36 (18) 456 (787) 37 (57)
616 (876)
191 (200)
864 (944)
79 (64)

4. SR 242/Commerce Ave/Concord Ave
218 (253)462 (487)
103 (81)
1,269 (1,178)
555 (529)
207 (519)
899 (921)
54 (71)

5. Market St/Concord Ave
166 (271)396 (512)
26 (56)
393 (490)
117 (146)
105 (201) 238 (353) 525 (619)
23 (32)
31 (26)
39 (37)
25 (26)

6. Diamond Blvd/Burnett Ave
48 (40)
426 (531)
37 (50)
135 (185)
25 (25)
32 (54) 151 (194) 525 (659)
54 (46)
66 (82)
18 (14)
82 (88)

7. Diamond Blvd/Galaxy Way
337 (420)229 (333)
9 (12)
138 (174)
13 (23)
154 (229) 131 (160) 399 (457)
66 (106)
51 (88)
4 (16)
51 (53)

8. Diamond Blvd/The Veranda/Seafood City Dwy
Concord Ave Concord Ave
John Glenn Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Burnett Ave
Diamond Blvd
Galaxy Way
Diamond Blvd
The Veranda/Seafood City Dwy
Diamond Blvd
42 (73)
535 (676)139 (240)
67 (118)
9 (15)
56 (106)597 (682) 20 (26)
15 (25)
7 (14)
174 (254)

9. Diamond Blvd/Willow Way
Willow Way
Diamond Blvd
249 (324)635 (899)
10 (3)
60 (86)
0 (0)
50 (107) 69 (77) 788 (966)
1 (1)
4 (0)
1 (0)
7 (0)

10. Diamond Blvd/Willows Hilton Dwy
Willows Hilton Dwy
Diamond Blvd
290 (474)
2 (4)
240 (483)
508 (540)
1,673 (1,322)
420 (387)
1,038 (1,324)

11. I-680 NB Ramps/Willow Pass Rd
179 (159)
50 (78)87 (84)
442 (704)
1,309 (881)
69 (120) 479 (738) 41 (47)
403 (399)
371 (441)
838 (730)
73 (110)

12. Diamond Blvd/Willow Pass Rd
Willow Pass Rd
I-680 NB On-Ramp I-680 NB Off-Ramp
Willow Pass Rd
Diamond Blvd
Concord Ave
Meridian Park Blvd
CCCF

AAF ACCC
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
AACF
ACCE
ACCF
ACE
AAE
ACCE
ACCE
AAE
ABF
AACE
ACCE D
AE
ACCE
ACCC
AAE
BF
AACCE
ACCE
BE
AACC

ABFF CCCFAACCF
AACCCF
AACFF
AACCCF
85 (30)
4 (1)
116 (38)
53 (60)
1,702 (1,233)
18 (14) 114 (45) 2 (0)
99 (19)
19 (22)
1,077 (1,214)
50 (40)

13. Waterworld Pkwy/Franquette Ave/Willow Pass Rd
Willow Pass Rd
Waterworld Pkwy Franquette Ave
AACF
AACCCF
AACF
ACCE
169 (150)
1,293 (811) 179 (190) 352 (292)
61 (47)
29 (49)
478 (690)

14. Market St/Willow Pass Rd
Willow Pass Rd
Pine St
Market St
AACCE
ACCF
CCE
Existing Conditions Peak Hour Intersection Traffic
Volumes, Lane Configurations and Traffic Controls
Figure 3
171 (130)
327 (267)
378 (407)465 (475)171 (141)
4 (9)
AACE
91 (83)

1. Diamond Blvd/Concord Ave 2. Meridian Park Blvd/Concord Ave 3. John Glenn Dr/Concord Ave

4. SR 242/Commerce Ave/Concord Ave 5. Market St/Concord Ave 6. Diamond Blvd/Burnett Ave

7. Diamond Blvd/Galaxy Way 8. Diamond Blvd/The Veranda/Seafood City Dwy Concord Ave Concord Ave
John Glenn Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Burnett Ave
Diamond Blvd
Galaxy Way
Diamond Blvd
The Veranda/Seafood City Dwy
Diamond Blvd

9. Diamond Blvd/Willow Way
Willow Way
Diamond Blvd

10. Diamond Blvd/Willows Hilton Dwy
Willows Hilton Dwy
Diamond Blvd

11. I-680 NB Ramps/Willow Pass Rd 12. Diamond Blvd/Willow Pass Rd Willow Pass Rd
I-680 NB On-Ramp I-680 NB Off-Ramp
Willow Pass Rd
Diamond Blvd
Concord Ave
Meridian Park Blvd

13. Waterworld Pkwy/Franquette Ave/Willow Pass Rd
Willow Pass Rd
Waterworld Pkwy Franquette Ave

14. Market St/Willow Pass Rd
Willow Pass Rd
Market St
Project Trip Assignment
Figure 5
20 (19)
8 25
(8)
(28)
17 (19)
16 (16)
8 (8)
17 (19)
4 (5)
24 (24)
21 (24)
24 (24)10 (12)
11 (12)
12 (12)
12 (12)
11 (12)
10 (9)
28 (27)
12 (13)42 (47)
22 (23)
38 (36)
16 (16)
32 (32)54 (60)
4 (5)
22 (23)
32 (32)
22 (23)
32 (32)
22 (23)
32 (32)
5 (5)
5 (5)
15 (15)
5 (5)15 (15) 17 (17)
17 (18)
AF F
A
F C AC
C
C
C F C
AC
C
AC F C
ACF
A
F C
C
C
C
C
C
C
AC
C
A AF F
17 (17)
17 (18)
C
C
5 (5)
2 (2)
10 (10)2 (2)
10 (11)
A A
5 (5)
FC
F C
Existing Plus Project Conditions Peak Hour Intersection Traffic Volumes, Lane Configurations and Traffic Controls
Figure 6

1. Diamond Blvd/Concord Ave 2. Meridian Park Blvd/Concord Ave 3. John Glenn Dr/Concord Ave

4. SR 242/Commerce Ave/Concord Ave 5. Market St/Concord Ave 6. Diamond Blvd/Burnett Ave

9. Diamond Blvd/Willow Way
Willow Way
Diamond Blvd

10. Diamond Blvd/Willows Hilton Dwy
Willows Hilton Dwy
Diamond Blvd

11. I-680 NB Ramps/Willow Pass Rd 12. Diamond Blvd/Willow Pass Rd Willow Pass Rd
I-680 NB On-Ramp I-680 NB Off-Ramp
Willow Pass Rd
Diamond Blvd
Concord Ave
Meridian Park Blvd

13. Waterworld Pkwy/Franquette Ave/Willow Pass Rd
Willow Pass Rd
Waterworld Pkwy Franquette Ave

14. Market St/Willow Pass Rd
Willow Pass Rd
Market St
699 (793)201 (281
877 (911) )
608 (837)
1,376 (1,252)
199 (241)
133 (183)
1 (9)
124 (141)
13 (29)
992 (949)
70 (131) 18 (40) 7 (6)
5 (18)
6 (12)
1,424 (1,328)
124 (187)
117 (88)
20 (28)
261 (249)
68 (136)
946 (920)
60 (55) 96 (117) 12 (21)
35 (22)
27 (29)
1,341 (1,307)
149 (198)
31 (20)53 (20)
186 (92
1,480 (1,106) )
36 (18) 466 (799) 37 (57)
616 (876)
191 (200)
875 (956)
79 (64)
218 (253)462 (487)
103 (81
1,281 (1,190) )
555 (529)
207 (519)
910 (933)
54 (71)
176 (280)424 (539)
26 (56)
393 (490)
117 (146)
117 (214) 238 (353) 567 (666)
23 (32)
31 (26)
39 (37)
25 (26)
70 (63)
426 (531)
37 (50)
173 (221)
41 (41)
64 (86) 205 (254) 525 (659)
54 (46)
66 (82)
22 (19)
82 (88)
337 (420)251 (356)
9 (12)
138 (174)
13 (23)
154 (229) 131 (160) 431 (489)
66 (106)
51 (88)
4 (16)
51 (53)
42 (73)
557 (699)139 (240)
67 (118)
9 (15)
56 (106)629 (714) 20 (26)
15 (25)
7 (14)
174 (254)
249 (324)657 (922)
10 (3)
60 (86)
0 (0)
50 (107) 69 (77) 820 (998)
1 (1)
4 (0)
1 (0)
7 (0)
290 (474)
2 (4)
240 (483
513 (545) )
1,678 (1,327)
420 (387)
1,053 (1,339)
179 (159)
50 (78)87 (84)
447 (709)
1,309 (881)
69 (120) 494 (753) 41 (47)
420 (416)
388 (459)
838 (730)
73 (110)
CCCF

AAF ACCC
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
AACF
ACCE
ACCF
ACE
AAE
ACCE
ACCE
AAE
ABF
AACE
ACCE
D
AE
ACCE
ACCC
AAE
BF
AACCE
ACCE
BE
AACC

ABF F CCCFAACCF
AACCCF
AACFF
AACCCF
85 (30)
4 (1)
116 (38)
53 (60)
1,719 (1,250)
18 (14) 114 (45) 2 (0)
99 (19)
19 (22)
1,094 (1,232)
50 (40)
AACF
AACCCF
AACF
ACCE
383 (412)465 (475)171 (141)
171 (152)
1,303 (821) 181 (192) 352 (292)
61 (47)
29 (49)
488 (701)
AACE
AACC
ACCF
CCE
E
Pine St
171 (130)
332 (272)
91 (83)
4 (9)

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
Golf Club Rd
Pacheco Blvd
Clayton Rd
Concord Blvd
Willow Pass Rd
E Olivera Rd
Galindo St
Concord Ave
East St
Port Chicago Hwy
Meadow Ln
Detroit Ave
Willow Pass Rd
Ellinwood Dr
Grant St
Blvd
Solano Way
Marsh Dr
Salvio St
Market St
Monument Blvd
Diamond Blvd
Meridian Park Blvd
John Glenn Dr
Burnett Ave
·242
%&680
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8
9 10
11 12
13 14
WC21-3866_1_StudyArea
Project Site Study Intersection #
XX (YY) PM (Saturday) Peak Hour Trac Volumes Signalized Intersection

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Existing Vehicle Queues
Although all intersections currently operate within the standards set by the City of Concord, there can be periodic vehicle queue spillback and delays for some individual movements. Table 3 presents PM and SAT peak hour 95th percentile queues for movements where vehicle queues may occasionally exceed the vehicle storage length. These queues are indicative of maximum design queues occurring during periods of peak traffic. Queue worksheets are provided in Attachment C.

Table 3: Existing Conditions - 95th Percentile Turn Pocket Queue Summary at Signalized Intersections
Intersection Movement Storage Length
(ft)1 PM Peak Period SAT Peak Period
1 Diamond Blvd &
Concord Ave WBL 125 200 325
6 Diamond Blvd &
Burnett Ave NBL 175 225 300
8 Diamond Blvd & The
Veranda/Seafood City
Dwy
SBL 125 100 150
9 Diamond Blvd & Willow
Way NBL 75 75 100
10 Diamond Blvd &
Willows Hilton Dwy NBL 125 125 150
12 Diamond Blvd & Willow
Pass Rd
EBL 300 275 400
SBL 125 250 300
14 Market St & Pine Street
& Willow Pass Rd SBL 200 250 175
Notes:

An additional 60 to 90 feet of storage is typically provided in the taper area outside of the through lane, which is not reflected in the storage length above.

Bold indicates queue potentially extends beyond available storage.

Source: Fehr & Peers, February 2022.

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ProjectCharacteristics
This section provides an overview of the proposed Project and addresses the proposed Project trip generation, distribution, and assignment characteristics used to evaluate potential Project effects on the surrounding roadway network. The amount of traffic associated with the Project was estimated using a three-step process:

1. Trip Generation – The amount of vehicle traffic entering/exiting the Project site was estimated.

2. Trip Distribution – The direction trips would use to approach and depart the site was projected.

3. Trip Assignment – Trips were then assigned to specific roadway segments and intersection turning movements.

Trip Generation
Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Estimates are created for the peak one-hour periods during the weekday morning, evening and Saturday peak commute hours when traffic volumes on adjacent streets are typically at their highest and the Project is expected to generate the most traffic.

Previously, Fehr & Peers retained a traffic count firm to collect multimodal (i.e. vehicles, trucks, pedestrians, and bicycles) weekday morning (7:00-9:00 AM), evening (4:00-6:00 PM), and Saturday peak period (10:00 AM – 2:00 PM) driveway counts at an existing dispensary, CoCo Farms, located at 3400 Wilbur Avenue in Antioch, CA, a site that provides similar operations as the proposed Project, to determine locally based trip generation rates.

Trip generation rates for various land uses based on a sampling of sites throughout the United States are published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition). However, given the limited number of sample sites collected for marijuana dispensary in the Trip Generation Manual, developing a trip generation rate based on local data is appropriate. Therefore, trip generation estimates for the Project were calculated using the driveway counts at the Antioch CoCo Farms site. This analysis is documented in more detail in the Kolaboration Concord, Trip Generation and VMT Screening Assessment memorandum dated October 20, 2021 (provided as Attachment A).

Operating hours for the Project are proposed to begin at 9:00 AM, outside of the typical AM peak hour. Therefore, the transportation analysis will focus on the PM peak hour and Saturday peak hour. Based on the rates developed from the Antioch CoCo Farms location, the project is

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expected to generate 166 evening peak hour trips, and 172 Saturday peak hour trips based on the number of employees expected at the site.

Table 5: Authentic Trip Generation Estimates
Use Size
Weekday PM Peak Hour Saturday Peak Hour
In Out Total In Out Total
Based on Observed and ITE 11th Edition Trip Generation Rates Marijuana
Dispensary1
40 Employees 80 86 166 88 84 172
Total 80 86 166 88 84 172
Notes:

1. Estimate using custom rates developed from CoCo farms driveway count data and 40 Authentic retail employees.

Source: Fehr & Peers, 2022
Project Trip Distribution and Assignment
Project trip distribution refers to the directions of approach and departure that vehicles would take to access and leave the site. Estimates of regional Project trip distribution were developed using Streetlight Data, and the location of complementary land uses. Streetlight Data uses anonymized and aggregated location data from Global Positioning Systems (GPS) and mobile devices such as cellphones. This data was used to establish travel patterns for the nearby retail uses at the shopping center containing Buffalo Wild Wings and the Seafood City grocery store, Heritage Square, located on 1150 Concord Avenue 2090 Diamond Boulevard in Concord, California, approximately 0.26 miles from the Project site. Trip distribution estimates are presented on Figure 4. Overall trip distribution is expected to be similar in various analysis scenarios. The Project trip generation estimates, in combination with the expected trip distribution patterns, were used to assign vehicle trips to the local roadway network, as shown on Figure 5.

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Martinez
Park Reserve

CONCORD

MARTINEZ

PLEASANT HILL
Contra Costa Blvd
Cowell Rd
ChilpancingoPkwy
Golf Club Rd
Muir Rd
Pacheco Blvd
Clayton Rd
Concord Blvd
Willow Pass Rd
E Olivera Rd
Galindo St
Concord Ave
East St
Port Chicago Hwy
Meadow Ln
Detroit Ave
Willow Pass Rd
Alhambra Ave
Paso Nogal Rd
Morello Ave
Ellinwood Dr
Grant St
Taylor Blvd
Solano Way
Marsh Dr
Arnold Dr
Salvio St
Paso Nogal
Market St
Center Ave
Monument Blvd
Diamond Blvd
Meridian Park Blvd
John Glenn Dr
Burnett Ave
·242
·4
%&680
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8
9 10
11 12
13 14
4%
4%
8%
16%
14%
14%
2%
6%
12%
11%
9%
Project Trip Distribution
Figure 4
WC21-3866_4_TripDistro
Project Site XX% Project Trip Distribution

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