Cities Index.
Agenda Packet

Salinas City Council
September 6, 2022

Document
Agenda Packet
Meeting
September 6, 2022
Body
Salinas City Council
Pages
6
Original file
116.6 MB
Text extracted from the city's file for reading and search. Open the original on salinas.legistar.com. That file is the official record.

HCM LOS C D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 268 408 1264 - - 1186 - - 250 840
HCM Lane V/C Ratio 0.393 0.235 0.005 - - 0.105 - - 0.341 0.001 HCM Control Delay (s) 26.9 16.5 7.9 - - 8.4 - - 26.7 9.3 HCM Lane LOS D C A - - A - - D A
HCM 95th %tile Q(veh) 1.8 0.9 0 - - 0.4 - - 1.5 0
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 29 211 107 11 174 203 1301 17 210 945 40 Future Volume (veh/h) 90 29 211 107 11 174 203 1301 17 210 945 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 60 72 213 108 11 176 205 1314 17 212 955 40 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 291 305 257 237 24 230 239 1499 19 245 1038 461 Arrive On Green 0.17 0.17 0.17 0.16 0.15 0.15 0.13 0.29 0.29 0.14 0.29 0.29 Sat Flow, veh/h 1757 1845 1554 1617 165 1570 1774 5174 67 1774 3539 1572 Grp Volume(v), veh/h 60 72 213 119 0 176 205 861 470 212 955 40 Grp Sat Flow(s),veh/h/ln 1757 1845 1554 1782 0 1570 1774 1695 1851 1774 1770 1572 Q Serve(g_s), s 2.7 3.1 12.2 5.6 0.0 9.9 10.4 22.3 22.3 10.8 24.1 1.7 Cycle Q Clear(g_c), s 2.7 3.1 12.2 5.6 0.0 9.9 10.4 22.3 22.3 10.8 24.1 1.7 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 291 305 257 261 0 230 239 982 536 245 1038 461 V/C Ratio(X) 0.21 0.24 0.83 0.46 0.00 0.76 0.86 0.88 0.88 0.86 0.92 0.09 Avail Cap(c_a), veh/h 380 399 336 482 0 425 250 1028 561 250 1073 477 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 33.3 33.5 37.3 35.4 0.0 37.9 39.1 31.2 31.2 39.0 31.6 23.7 Incr Delay (d2), s/veh 0.3 0.4 12.3 1.2 0.0 5.2 24.0 8.4 14.2 25.3 12.3 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 1.3 1.6 6.2 2.8 0.0 4.6 6.7 11.6 13.5 7.0 13.6 0.7 LnGrp Delay(d),s/veh 33.6 33.9 49.6 36.6 0.0 43.1 63.1 39.7 45.4 64.3 43.9 23.7 LnGrp LOS CCDD DEDDEDC
Approach Vol, veh/h 345 295 1536 1207
Approach Delay, s/veh 43.5 40.5 44.6 46.8
Approach LOS DDDD
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 21.3 18.4 33.1 19.6 18.8 32.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 14.2 12.4 26.1 11.9 12.8 24.3 Green Ext Time (p_c), s 0.7 0.0 1.0 1.0 0.0 2.1
Intersection Summary
HCM 2010 Ctrl Delay 44.9
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 6 24 428 7 225 23 1282 678 144 1012 14 Future Volume (veh/h) 12 6 24 428 7 225 23 1282 678 144 1012 14 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 13 7 26 470 8 247 25 1409 745 158 1112 15 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 23 21 78 572 398 339 40 1556 696 161 1818 25 Arrive On Green 0.01 0.06 0.06 0.17 0.21 0.21 0.02 0.44 0.44 0.09 0.51 0.51 Sat Flow, veh/h 1774 347 1288 3442 1863 1583 1774 3539 1583 1774 3576 48 Grp Volume(v), veh/h 13 0 33 470 8 247 25 1409 745 158 550 577 Grp Sat Flow(s),veh/h/ln 1774 0 1635 1721 1863 1583 1774 1770 1583 1774 1770 1854 Q Serve(g_s), s 0.5 0.0 1.3 8.7 0.2 9.6 0.9 24.4 29.0 5.9 14.6 14.6 Cycle Q Clear(g_c), s 0.5 0.0 1.3 8.7 0.2 9.6 0.9 24.4 29.0 5.9 14.6 14.6 Prop In Lane 1.00 0.79 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 23 0 99 572 398 339 40 1556 696 161 900 943 V/C Ratio(X) 0.57 0.00 0.33 0.82 0.02 0.73 0.63 0.91 1.07 0.98 0.61 0.61 Avail Cap(c_a), veh/h 108 0 198 626 452 384 108 1556 696 161 900 943 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 29.7 26.5 20.5 24.1 32.0 17.2 18.5 29.9 11.6 11.6 Incr Delay (d2), s/veh 20.5 0.0 2.0 8.0 0.0 6.0 15.5 9.1 54.4 64.4 3.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.6 4.7 0.1 4.7 0.6 13.7 23.1 5.7 7.8 8.1 LnGrp Delay(d),s/veh 52.8 0.0 31.7 34.5 20.5 30.2 47.4 26.3 72.9 94.3 14.7 14.5 LnGrp LOS D CCCCDCFFBB
Approach Vol, veh/h 46 725 2179 1285
Approach Delay, s/veh 37.7 32.9 42.5 24.4
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 33.0 15.0 8.0 5.5 37.5 4.8 18.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 29.0 12.0 8.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 7.9 31.0 10.7 3.3 2.9 16.6 2.5 11.6 Green Ext Time (p_c), s 0.0 0.0 0.3 0.0 0.0 6.2 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 35.3
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 340 128 130 290 236 168 1230 131 177 791 157 Future Volume (veh/h) 227 340 128 130 290 236 168 1230 131 177 791 157 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 236 354 133 135 302 0 175 1281 136 184 824 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 277 385 320 156 399 339 210 1370 600 208 1367 612 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.12 0.39 0.39 0.12 0.39 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 236 354 133 135 302 0 175 1281 136 184 824 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.1 16.7 6.7 6.7 13.6 0.0 8.6 31.1 5.3 9.2 16.7 0.0 Cycle Q Clear(g_c), s 6.1 16.7 6.7 6.7 13.6 0.0 8.6 31.1 5.3 9.2 16.7 0.0 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 277 385 320 156 399 339 210 1370 600 208 1367 612 V/C Ratio(X) 0.85 0.92 0.42 0.86 0.76 0.00 0.84 0.94 0.23 0.88 0.60 0.00 Avail Cap(c_a), veh/h 277 385 320 156 399 339 242 1387 608 208 1367 612 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.7 34.8 30.8 40.3 33.0 0.0 38.6 26.4 18.4 38.9 22.0 0.0 Incr Delay (d2), s/veh 21.9 26.9 0.9 35.9 8.1 0.0 19.6 11.8 0.2 33.2 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 11.4 2.9 4.9 7.9 0.0 5.4 17.4 2.3 6.4 8.3 0.0 LnGrp Delay(d),s/veh 62.5 61.8 31.7 76.2 41.0 0.0 58.2 38.2 18.6 72.1 22.7 0.0 LnGrp LOS E E C E D E D B E C
Approach Vol, veh/h 723 437 1592 1008
Approach Delay, s/veh 56.5 51.9 38.7 31.8
Approach LOS E D D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.2 12.4 23.0 15.1 39.1 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 11.2 33.1 8.7 18.7 10.6 18.7 8.1 15.6 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.1 5.1 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 41.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 819 145 89 375 4 92 2 165 5 0 1 Future Volume (veh/h) 0 819 145 89 375 4 92 2 165 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 836 148 91 383 4 94 2 168 5 0 1
Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 990 175 114 1675 17 599 11 524 439 11 66
Arrive On Green 0.00 0.35 0.35 0.07 0.49 0.49 0.34 0.34 0.34 0.34 0.00 0.34 Sat Flow, veh/h 1691 2866 507 1675 3389 35 1370 33 1524 931 32 192 Grp Volume(v), veh/h 0 492 492 91 189 198 96 0 168 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1686 1675 1671 1753 1404 0 1524 1155 0 0 Q Serve(g_s), s 0.0 15.0 15.0 3.0 3.6 3.6 0.0 0.0 4.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.0 15.0 3.0 3.6 3.6 2.2 0.0 4.5 2.2 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.02 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 583 582 114 826 866 611 0 524 516 0 0 V/C Ratio(X) 0.00 0.84 0.84 0.80 0.23 0.23 0.16 0.00 0.32 0.01 0.00 0.00 Avail Cap(c_a), veh/h 152 635 634 196 826 866 611 0 524 516 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 16.8 16.8 25.5 8.0 8.0 12.7 0.0 13.4 12.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 9.6 9.6 12.1 0.1 0.1 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.4 8.4 1.7 1.7 1.7 1.1 0.0 2.1 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 26.4 26.4 37.6 8.1 8.1 13.2 0.0 15.1 12.1 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 984 478 264 6
Approach Delay, s/veh 26.4 13.7 14.4 12.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.3 23.7 23.6 0.0 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.5 5.0 17.0 4.2 0.0 5.6
Green Ext Time (p_c), s 0.8 0.0 2.2 0.0 0.0 2.0
Intersection Summary
HCM 2010 Ctrl Delay 21.0
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 716 276 364 388 0 80 0 67 0 3 0 Future Volume (veh/h) 1 716 276 364 388 0 80 0 67 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 754 291 383 408 0 84 0 71 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 807 311 422 2002 0 413 0 363 0 464 0
Arrive On Green 0.00 0.34 0.34 0.24 0.58 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2403 927 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 534 511 383 408 0 84 0 71 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1627 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 23.8 23.8 16.7 4.4 0.0 4.1 0.0 3.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 23.8 23.8 16.7 4.4 0.0 4.2 0.0 3.0 0.0 0.1 0.0 Prop In Lane 1.00 0.57 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 572 546 422 2002 0 413 0 363 0 464 0 V/C Ratio(X) 0.43 0.93 0.94 0.91 0.20 0.00 0.20 0.00 0.20 0.00 0.01 0.00 Avail Cap(c_a), veh/h 109 577 551 456 2002 0 413 0 363 0 464 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.0 25.2 25.2 28.8 7.9 0.0 23.7 0.0 23.2 0.0 22.1 0.0 Incr Delay (d2), s/veh 91.1 22.5 23.4 20.9 0.0 0.0 1.1 0.0 1.2 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 14.7 14.2 10.4 2.1 0.0 1.6 0.0 1.3 0.0 0.1 0.0 LnGrp Delay(d),s/veh 130.1 47.7 48.5 49.7 8.0 0.0 24.8 0.0 24.4 0.0 22.1 0.0 LnGrp LOS F D D D A C C C
Approach Vol, veh/h 1046 791 155 3
Approach Delay, s/veh 48.2 28.2 24.6 22.1
Approach LOS DCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 23.5 30.8 24.0 4.6 49.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.2 18.7 25.8 2.1 2.0 6.4
Green Ext Time (p_c), s 0.5 0.3 0.5 0.0 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 38.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 473 628 11 78 677 269 34 289 150 226 261 513 Future Volume (veh/h) 473 628 11 78 677 269 34 289 150 226 261 513 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 493 654 11 81 705 0 35 301 156 235 272 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 541 1156 19 104 793 355 59 553 280 254 657 558 Arrive On Green 0.16 0.32 0.32 0.06 0.23 0.00 0.03 0.25 0.25 0.14 0.36 0.00 Sat Flow, veh/h 3442 3562 60 1757 3505 1568 1757 2255 1141 1757 1845 1568 Grp Volume(v), veh/h 493 325 340 81 705 0 35 232 225 235 272 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1852 1757 1752 1568 1757 1752 1643 1757 1845 1568 Q Serve(g_s), s 11.2 12.1 12.1 3.6 15.5 0.0 1.6 9.2 9.5 10.5 8.9 0.0 Cycle Q Clear(g_c), s 11.2 12.1 12.1 3.6 15.5 0.0 1.6 9.2 9.5 10.5 8.9 0.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 541 574 601 104 793 355 59 430 403 254 657 558 V/C Ratio(X) 0.91 0.57 0.57 0.78 0.89 0.00 0.59 0.54 0.56 0.92 0.41 0.00 Avail Cap(c_a), veh/h 541 574 601 144 816 365 113 430 403 254 657 558 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.9 22.2 22.2 36.9 29.8 0.0 37.8 26.1 26.2 33.6 19.3 0.0 Incr Delay (d2), s/veh 19.6 1.3 1.2 16.8 11.6 0.0 8.9 4.8 5.5 36.7 1.9 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 6.8 6.1 6.3 2.2 8.7 0.0 0.9 5.0 4.9 7.7 4.8 0.0 LnGrp Delay(d),s/veh 52.6 23.5 23.4 53.7 41.4 0.0 46.8 30.9 31.7 70.3 21.2 0.0 LnGrp LOS DCCDD DCCEC
Approach Vol, veh/h 1158 786 492 507
Approach Delay, s/veh 35.9 42.7 32.4 44.0
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 9.2 30.3 7.2 32.8 17.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 12.5 11.5 5.6 14.1 3.6 10.9 13.2 17.5 Green Ext Time (p_c), s 0.0 1.7 0.0 3.0 0.0 1.3 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 195 215 60 216 215 234 107 932 236 181 1075 218 Future Volume (veh/h) 195 215 60 216 215 234 107 932 236 181 1075 218 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 203 224 62 225 224 244 111 971 246 189 1120 227 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 247 696 303 270 390 327 141 1239 313 277 1566 478 Arrive On Green 0.14 0.20 0.20 0.15 0.21 0.21 0.08 0.31 0.31 0.08 0.31 0.31 Sat Flow, veh/h 1774 3539 1542 1774 1863 1561 1774 4032 1019 3442 5085 1552 Grp Volume(v), veh/h 203 224 62 225 224 244 111 816 401 189 1120 227 Grp Sat Flow(s),veh/h/ln 1774 1770 1542 1774 1863 1561 1774 1695 1660 1721 1695 1552 Q Serve(g_s), s 7.6 3.7 2.3 8.4 7.4 10.0 4.2 15.0 15.1 3.7 13.4 8.1 Cycle Q Clear(g_c), s 7.6 3.7 2.3 8.4 7.4 10.0 4.2 15.0 15.1 3.7 13.4 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 247 696 303 270 390 327 141 1042 510 277 1566 478 V/C Ratio(X) 0.82 0.32 0.20 0.83 0.57 0.75 0.78 0.78 0.79 0.68 0.72 0.47 Avail Cap(c_a), veh/h 312 932 406 324 504 422 169 1042 510 277 1566 478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 23.5 23.0 28.1 24.3 25.3 30.9 21.6 21.6 30.6 21.0 19.2 Incr Delay (d2), s/veh 13.0 0.3 0.3 14.5 1.3 5.2 18.1 5.9 11.6 6.7 2.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 1.8 1.0 5.2 3.9 4.7 2.8 7.9 8.5 2.0 6.6 3.9 LnGrp Delay(d),s/veh 41.6 23.8 23.3 42.6 25.6 30.5 49.0 27.5 33.2 37.3 23.8 22.5 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 489 693 1328 1536
Approach Delay, s/veh 31.1 32.9 31.0 25.3
Approach LOS CCCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 14.9 17.9 10.0 25.5 14.0 18.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 5.7 17.1 10.4 5.7 6.2 15.4 9.6 12.0 Green Ext Time (p_c), s 0.0 2.6 0.1 1.2 0.0 3.2 0.1 1.2 Intersection Summary
HCM 2010 Ctrl Delay 29.2
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 613 81 160 496 168 138 880 184 297 835 204 Future Volume (veh/h) 217 613 81 160 496 168 138 880 184 297 835 204 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 221 626 83 163 506 171 141 898 188 303 852 208 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 256 804 106 194 574 193 215 1067 466 368 1406 341 Arrive On Green 0.14 0.26 0.26 0.11 0.22 0.22 0.06 0.30 0.30 0.11 0.35 0.35 Sat Flow, veh/h 1774 3136 415 1774 2598 873 3442 3539 1544 3442 4065 986 Grp Volume(v), veh/h 221 353 356 163 344 333 141 898 188 303 710 350 Grp Sat Flow(s),veh/h/ln 1774 1770 1782 1774 1770 1702 1721 1770 1544 1721 1695 1661 Q Serve(g_s), s 9.7 14.7 14.8 7.2 14.9 15.1 3.2 18.9 7.7 6.9 13.8 13.9 Cycle Q Clear(g_c), s 9.7 14.7 14.8 7.2 14.9 15.1 3.2 18.9 7.7 6.9 13.8 13.9 Prop In Lane 1.00 0.23 1.00 0.51 1.00 1.00 1.00 0.59
Lane Grp Cap(c), veh/h 256 453 457 194 391 376 215 1067 466 368 1173 574 V/C Ratio(X) 0.86 0.78 0.78 0.84 0.88 0.89 0.66 0.84 0.40 0.82 0.61 0.61 Avail Cap(c_a), veh/h 256 462 466 194 400 385 238 1067 466 368 1173 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 27.5 27.5 34.8 30.0 30.0 36.5 26.0 22.1 34.8 21.5 21.6 Incr Delay (d2), s/veh 24.7 8.1 8.2 26.7 19.2 20.9 5.6 8.0 2.6 14.1 2.3 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 8.2 8.3 4.9 9.3 9.2 1.7 10.4 3.6 4.0 6.8 7.1 LnGrp Delay(d),s/veh 57.9 35.6 35.7 61.5 49.2 50.9 42.1 34.1 24.7 49.0 23.9 26.4 LnGrp LOS E D D E DDDCCDCC
Approach Vol, veh/h 930 840 1227 1363
Approach Delay, s/veh 40.9 52.3 33.5 30.1
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 24.9 9.5 32.0 16.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 8.9 20.9 9.2 16.8 5.2 15.9 11.7 17.1 Green Ext Time (p_c), s 0.0 1.9 0.0 1.6 0.0 5.3 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 37.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 322 264 142 315 97 113 591 56 135 1145 224 Future Volume (veh/h) 140 322 264 142 315 97 113 591 56 135 1145 224 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 161 370 303 163 362 0 130 679 64 155 1316 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 200 393 329 186 478 406 151 1324 588 191 1404 628 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.11 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 161 370 303 163 362 0 130 679 64 155 1316 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.1 17.5 17.1 8.2 16.2 0.0 6.5 13.3 2.4 7.6 32.0 0.0 Cycle Q Clear(g_c), s 4.1 17.5 17.1 8.2 16.2 0.0 6.5 13.3 2.4 7.6 32.0 0.0 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 200 393 329 186 478 406 151 1324 588 191 1404 628 V/C Ratio(X) 0.81 0.94 0.92 0.87 0.76 0.00 0.86 0.51 0.11 0.81 0.94 0.00 Avail Cap(c_a), veh/h 200 393 329 186 478 406 151 1324 588 305 1423 637 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.7 34.8 34.6 39.4 30.6 0.0 40.4 21.7 18.3 39.1 25.9 0.0 Incr Delay (d2), s/veh 20.9 30.7 30.5 33.8 6.8 0.0 37.0 0.3 0.1 8.5 11.9 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 2.5 12.3 10.1 5.7 9.2 0.0 4.7 6.6 1.0 4.2 17.8 0.0 LnGrp Delay(d),s/veh 62.6 65.5 65.1 73.2 37.4 0.0 77.5 22.0 18.4 47.6 37.8 0.0 LnGrp LOS EEEED ECBDD
Approach Vol, veh/h 834 525 873 1471
Approach Delay, s/veh 64.8 48.5 30.0 38.8
Approach LOS E D C D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 38.0 14.0 23.4 12.1 40.0 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.6 15.3 10.2 19.5 8.5 34.0 6.1 18.2 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 1.6 0.0 0.9 Intersection Summary
HCM 2010 Ctrl Delay 44.0
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 554 98 164 346 3 99 1 106 1 1 0 Future Volume (veh/h) 1 554 98 164 346 3 99 1 106 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 637 113 189 398 3 114 1 122 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 807 143 233 1400 11 596 5 508 315 285 0
Arrive On Green 0.00 0.28 0.28 0.14 0.42 0.42 0.34 0.34 0.34 0.34 0.34 0.00 Sat Flow, veh/h 1723 2920 517 1660 3369 25 1383 14 1509 644 847 0 Grp Volume(v), veh/h 1 375 375 189 196 205 115 0 122 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1718 1660 1656 1739 1397 0 1509 1491 0 0 Q Serve(g_s), s 0.0 11.0 11.1 6.0 4.3 4.3 0.0 0.0 3.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.0 11.1 6.0 4.3 4.3 2.6 0.0 3.2 2.6 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 475 475 233 688 722 601 0 508 600 0 0 V/C Ratio(X) 0.32 0.79 0.79 0.81 0.28 0.28 0.19 0.00 0.24 0.00 0.00 0.00 Avail Cap(c_a), veh/h 158 566 565 306 699 734 601 0 508 600 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.3 18.3 18.3 22.8 10.6 10.6 12.9 0.0 13.1 12.1 0.0 0.0 Incr Delay (d2), s/veh 49.5 6.2 6.3 11.6 0.2 0.2 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.0 6.1 3.5 2.0 2.1 1.3 0.0 1.5 0.0 0.0 0.0 LnGrp Delay(d),s/veh 76.7 24.5 24.7 34.4 10.8 10.8 13.6 0.0 14.2 12.1 0.0 0.0 LnGrp LOS E C C C B B B B B
Approach Vol, veh/h 751 590 237 2
Approach Delay, s/veh 24.7 18.4 13.9 12.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 12.2 19.6 22.9 4.6 27.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.2 8.0 13.1 4.6 2.0 6.3
Green Ext Time (p_c), s 0.8 0.1 2.1 0.0 0.0 2.1
Intersection Summary
HCM 2010 Ctrl Delay 20.7
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 341 126 130 286 236 166 1230 131 177 791 157 Future Volume (veh/h) 227 341 126 130 286 236 166 1230 131 177 791 157 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 236 355 131 135 298 0 173 1281 136 184 824 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 277 385 320 156 399 339 207 1370 600 208 1371 613 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.12 0.39 0.39 0.12 0.39 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 236 355 131 135 298 0 173 1281 136 184 824 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.1 16.7 6.6 6.7 13.4 0.0 8.5 31.1 5.3 9.2 16.7 0.0 Cycle Q Clear(g_c), s 6.1 16.7 6.6 6.7 13.4 0.0 8.5 31.1 5.3 9.2 16.7 0.0 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 277 385 320 156 399 339 207 1370 600 208 1371 613 V/C Ratio(X) 0.85 0.92 0.41 0.86 0.75 0.00 0.83 0.94 0.23 0.88 0.60 0.00 Avail Cap(c_a), veh/h 277 385 320 156 399 339 242 1387 608 208 1371 613 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.7 34.8 30.8 40.3 32.9 0.0 38.7 26.4 18.4 38.9 21.9 0.0 Incr Delay (d2), s/veh 21.9 27.4 0.8 35.9 7.5 0.0 19.2 11.8 0.2 33.2 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 11.5 2.9 4.9 7.7 0.0 5.3 17.4 2.3 6.4 8.3 0.0 LnGrp Delay(d),s/veh 62.5 62.3 31.6 76.2 40.4 0.0 57.9 38.2 18.6 72.1 22.6 0.0 LnGrp LOS E E C E D E D B E C
Approach Vol, veh/h 722 433 1590 1008
Approach Delay, s/veh 56.8 51.6 38.7 31.7
Approach LOS E D D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.2 12.4 23.0 15.0 39.2 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 11.2 33.1 8.7 18.7 10.5 18.7 8.1 15.4 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.1 5.1 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 41.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 715 271 363 388 0 80 0 67 0 3 0 Future Volume (veh/h) 1 715 271 363 388 0 80 0 67 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 753 285 382 408 0 84 0 71 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 810 307 421 1999 0 414 0 363 0 465 0
Arrive On Green 0.00 0.34 0.34 0.24 0.58 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2418 915 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 530 508 382 408 0 84 0 71 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1629 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 23.5 23.5 16.6 4.4 0.0 4.1 0.0 3.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 23.5 23.5 16.6 4.4 0.0 4.2 0.0 3.0 0.0 0.1 0.0 Prop In Lane 1.00 0.56 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 571 546 421 1999 0 414 0 363 0 465 0 V/C Ratio(X) 0.43 0.93 0.93 0.91 0.20 0.00 0.20 0.00 0.20 0.00 0.01 0.00 Avail Cap(c_a), veh/h 109 578 553 457 1999 0 414 0 363 0 465 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.9 25.1 25.1 28.7 8.0 0.0 23.6 0.0 23.1 0.0 22.0 0.0 Incr Delay (d2), s/veh 91.1 21.5 22.3 20.7 0.0 0.0 1.1 0.0 1.2 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 14.3 13.8 10.4 2.1 0.0 1.6 0.0 1.3 0.0 0.1 0.0 LnGrp Delay(d),s/veh 130.0 46.6 47.4 49.4 8.0 0.0 24.7 0.0 24.3 0.0 22.0 0.0 LnGrp LOS F D D D A C C C
Approach Vol, veh/h 1039 790 155 3
Approach Delay, s/veh 47.0 28.0 24.5 22.0
Approach LOS DCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 23.4 30.7 24.0 4.6 49.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.2 18.6 25.5 2.1 2.0 6.4
Green Ext Time (p_c), s 0.5 0.3 0.7 0.0 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 37.7
HCM 2010 LOS D
Appendix H
Level of Service
Calculations
Existing Plus Project
Apartments
Conditions

HCM Signalized Intersection Capacity Analysis Existing Plus Project Apts AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 213 812 1011 17 21 432
Future Volume (vph) 213 812 1011 17 21 432
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.15 1.00 1.00 0.95 1.00
Satd. Flow (perm) 280 3504 3477 1770 1583
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 234 892 1111 19 23 475
RTOR Reduction (vph) 0 0 0 0 0 173
Lane Group Flow (vph) 234 892 1130 0 23 302
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 58.0 58.0 44.9 18.1 18.1
Effective Green, g (s) 58.7 59.1 46.0 18.8 19.2
Actuated g/C Ratio 0.69 0.70 0.54 0.22 0.23
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 353 2439 1883 391 357
v/s Ratio Prot c0.07 0.25 0.32 0.01
v/s Ratio Perm c0.39 c0.19
v/c Ratio 0.66 0.37 0.60 0.06 0.85
Uniform Delay, d1 9.2 5.3 13.2 26.1 31.4
Progression Factor 1.86 0.38 1.00 1.00 1.00
Incremental Delay, d2 4.4 0.1 0.6 0.0 16.5
Delay (s) 21.5 2.1 13.8 26.1 47.9
Level of Service C A B C D
Approach Delay (s) 6.1 13.8 46.9
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 84.9 Sum of lost time (s) 11.6 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing Plus Project Apts AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 878 0 0 1198 247 285 1 147 0 0 0 Future Volume (vph) 0 878 0 0 1198 247 285 1 147 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3397 1624 1629 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3397 1624 1629 1530
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 965 0 0 1316 271 313 1 162 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 126 0 0 0
Lane Group Flow (vph) 0 965 0 0 1587 0 156 158 36 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 58.0 44.9 18.1 18.1 18.1
Effective Green, g (s) 59.1 46.0 18.8 18.8 18.8
Actuated g/C Ratio 0.70 0.54 0.22 0.22 0.22
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2402 1840 359 360 338
v/s Ratio Prot c0.28 c0.47 0.10 c0.10
v/s Ratio Perm 0.02
v/c Ratio 0.40 0.86 0.43 0.44 0.11
Uniform Delay, d1 5.4 16.7 28.5 28.5 26.4
Progression Factor 1.00 0.67 1.00 1.00 1.00
Incremental Delay, d2 0.2 3.5 0.8 0.9 0.1
Delay (s) 5.6 14.8 29.3 29.4 26.5
Level of Service A B C C C
Approach Delay (s) 5.6 14.8 28.4 0.0
Approach LOS A B C A
Intersection Summary
HCM 2000 Control Delay 14.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 84.9 Sum of lost time (s) 12.3 Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 967 1225 0 210 363
Future Volume (veh/h) 0 967 1225 0 210 363
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1063 1346 0 231 399
Adj No. of Lanes 022021
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 042044
Cap, veh/h 0 1658 1690 0 1123 516
Arrive On Green 0.00 0.48 0.48 0.00 0.34 0.34
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1063 1346 0 231 399
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 10.1 14.1 0.0 2.1 10.1
Cycle Q Clear(g_c), s 0.0 10.1 14.1 0.0 2.1 10.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1658 1690 0 1123 516
V/C Ratio(X) 0.00 0.64 0.80 0.00 0.21 0.77
Avail Cap(c_a), veh/h 0 2435 2483 0 1640 755
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 8.4 9.4 0.0 10.2 12.9
Incr Delay (d2), s/veh 0.0 0.2 0.7 0.0 0.1 2.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 4.8 6.7 0.0 1.0 4.6
LnGrp Delay(d),s/veh 0.0 8.5 10.0 0.0 10.3 15.3
LnGrp LOS A B B B
Approach Vol, veh/h 1063 1346 630
Approach Delay, s/veh 8.5 10.0 13.5
Approach LOS A B B
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.1 18.2 25.1
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 12.1 12.1 16.1
Green Ext Time (p_c), s 3.2 1.5 4.0
Intersection Summary
HCM 2010 Ctrl Delay 10.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 284 9 853 441 294 23 284 837 178 283 29 Future Volume (veh/h) 29 284 9 853 441 294 23 284 837 178 283 29 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 31 305 10 917 474 0 25 305 900 191 304 31 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 59 463 15 1146 1546 815 54 641 1430 266 736 74 Arrive On Green 0.04 0.14 0.15 0.34 0.45 0.00 0.03 0.18 0.18 0.08 0.23 0.24 Sat Flow, veh/h 1659 3270 107 3374 3470 1552 1739 3470 2717 3342 3151 319 Grp Volume(v), veh/h 31 154 161 917 474 0 25 305 900 191 165 170 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1687 1735 1552 1739 1735 1359 1671 1718 1752 Q Serve(g_s), s 1.7 8.1 8.2 22.7 8.1 0.0 1.3 7.3 6.6 5.1 7.5 7.6 Cycle Q Clear(g_c), s 1.7 8.1 8.2 22.7 8.1 0.0 1.3 7.3 6.6 5.1 7.5 7.6 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 59 234 244 1146 1546 815 54 641 1430 266 401 409 V/C Ratio(X) 0.52 0.66 0.66 0.80 0.31 0.00 0.47 0.48 0.63 0.72 0.41 0.42 Avail Cap(c_a), veh/h 131 819 853 1353 2835 1392 113 1308 1953 326 704 718 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 37.5 37.5 27.6 16.4 0.0 44.0 33.6 4.2 41.5 30.0 30.0 Incr Delay (d2), s/veh 2.7 6.5 6.4 3.9 0.2 0.0 2.3 0.5 0.5 9.0 0.7 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 0.8 4.1 4.3 11.2 3.9 0.0 0.7 3.5 3.3 2.7 3.6 3.8 LnGrp Delay(d),s/veh 46.4 44.0 43.9 31.6 16.7 0.0 46.3 34.2 4.7 50.5 30.7 30.6 LnGrp LOS DDDCB DCADCC
Approach Vol, veh/h 346 1391 1230 526
Approach Delay, s/veh 44.2 26.5 12.8 37.8
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 37.3 18.6 8.8 27.5 8.8 47.1 13.3 23.0 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 24.7 10.2 3.3 9.6 3.7 10.1 7.1 9.3 Green Ext Time (p_c), s 6.6 2.9 0.0 1.3 0.0 5.4 0.2 7.1 Intersection Summary
HCM 2010 Ctrl Delay 25.1
HCM 2010 LOS C
HCM 2010 TWSC Existing Plus Project Apts AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 18.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 233 164 168 249 39 111 22 17 60 39 0 Future Vol, veh/h 0 233 164 168 249 39 111 22 17 60 39 0 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 271 191 195 290 45 129 26 20 70 45 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 335 0 0 462 0 0 996 996 271 1070 1142 290 Stage 1 - - - - - - 271 271 - 680 680 -
Stage 2 - - - - - - 725 725 - 390 462 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1176 - - 1089 - - 221 242 763 199 200 749 Stage 1 - - - - - - 730 682 - 441 451 -
Stage 2 - - - - - - 413 427 - 634 565 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1176 - - 1089 - - 151 199 763 151 164 749 Mov Cap-2 Maneuver - - - - - - 151 199 - 151 164 -
Stage 1 - - - - - - 730 682 - 441 370 -
Stage 2 - - - - - - 297 351 - 594 565 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.3 77.1 74.7

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 151 294 1176 - - 1089 - - 156 -
HCM Lane V/C Ratio 0.855 0.154 - - - 0.179 - - 0.738 -
HCM Control Delay (s) 97.3 19.5 0 - - 9 - - 74.7 0
HCM Lane LOS F C A - - A - - F A
HCM 95th %tile Q(veh) 5.7 0.5 0 - - 0.7 - - 4.5 -
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 28 310 60 9 91 164 1019 14 120 962 19 Future Volume (veh/h) 34 28 310 60 9 91 164 1019 14 120 962 19 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 34 35 333 65 10 98 176 1096 15 129 1034 20 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 387 406 345 140 21 142 190 1703 23 160 1115 497 Arrive On Green 0.23 0.23 0.23 0.11 0.09 0.09 0.11 0.33 0.33 0.09 0.32 0.32 Sat Flow, veh/h 1707 1792 1522 1532 236 1563 1757 5119 70 1774 3539 1577 Grp Volume(v), veh/h 34 35 333 75 0 98 176 719 392 129 1034 20 Grp Sat Flow(s),veh/h/ln 1707 1792 1522 1768 0 1563 1757 1679 1832 1774 1770 1577 Q Serve(g_s), s 1.5 1.4 20.1 3.7 0.0 5.6 9.2 16.8 16.8 6.6 26.2 0.8 Cycle Q Clear(g_c), s 1.5 1.4 20.1 3.7 0.0 5.6 9.2 16.8 16.8 6.6 26.2 0.8 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 387 406 345 161 0 142 190 1117 609 160 1115 497 V/C Ratio(X) 0.09 0.09 0.97 0.47 0.00 0.69 0.93 0.64 0.64 0.80 0.93 0.04 Avail Cap(c_a), veh/h 387 406 345 477 0 422 190 1117 609 211 1146 511 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 28.2 35.4 39.3 0.0 40.8 41.0 26.2 26.2 41.3 30.7 22.0 Incr Delay (d2), s/veh 0.1 0.1 39.1 2.1 0.0 5.8 45.2 1.3 2.3 15.4 12.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.7 12.1 1.9 0.0 2.7 6.8 8.0 8.9 3.9 14.7 0.4 LnGrp Delay(d),s/veh 28.3 28.3 74.6 41.4 0.0 46.6 86.2 27.5 28.6 56.7 43.3 22.0 LnGrp LOS C C E D D F C C E D C
Approach Vol, veh/h 402 173 1287 1183
Approach Delay, s/veh 66.6 44.4 35.9 44.4
Approach LOS E D D D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 16.0 35.2 14.4 14.4 36.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 22.1 11.2 28.2 7.6 8.6 18.8 Green Ext Time (p_c), s 0.0 0.0 1.0 0.6 0.1 3.8
Intersection Summary
HCM 2010 Ctrl Delay 43.7
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 1 26 595 3 130 8 918 486 206 1160 10 Future Volume (veh/h) 34 1 26 595 3 130 8 918 486 206 1160 10 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 36 1 28 633 3 138 9 977 517 219 1234 11 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 51 3 86 730 446 379 16 1367 612 201 1750 16
Arrive On Green 0.03 0.06 0.06 0.21 0.24 0.24 0.01 0.39 0.39 0.11 0.49 0.49 Sat Flow, veh/h 1774 55 1537 3408 1845 1568 1774 3539 1583 1757 3560 32 Grp Volume(v), veh/h 36 0 29 633 3 138 9 977 517 219 607 638 Grp Sat Flow(s),veh/h/ln 1774 0 1592 1704 1845 1568 1774 1770 1583 1757 1752 1839 Q Serve(g_s), s 1.4 0.0 1.2 12.5 0.1 5.1 0.4 16.4 20.8 8.0 18.8 18.9 Cycle Q Clear(g_c), s 1.4 0.0 1.2 12.5 0.1 5.1 0.4 16.4 20.8 8.0 18.8 18.9 Prop In Lane 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 51 0 89 730 446 379 16 1367 612 201 861 904 V/C Ratio(X) 0.71 0.00 0.32 0.87 0.01 0.36 0.55 0.71 0.85 1.09 0.71 0.71 Avail Cap(c_a), veh/h 102 0 91 780 446 379 102 1367 612 201 861 904 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 31.7 26.5 20.1 22.0 34.5 18.2 19.5 30.9 13.8 13.8 Incr Delay (d2), s/veh 16.2 0.0 2.1 9.8 0.0 0.6 26.2 3.2 13.5 89.2 4.8 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.6 6.9 0.0 2.3 0.3 8.5 11.3 8.8 10.1 10.5 LnGrp Delay(d),s/veh 49.9 0.0 33.8 36.3 20.1 22.6 60.6 21.4 33.0 120.2 18.6 18.4 LnGrp LOS D CDCCECCFBB
Approach Vol, veh/h 65 774 1503 1464
Approach Delay, s/veh 42.7 33.8 25.6 33.7
Approach LOS DCCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 31.0 19.0 7.9 4.6 38.4 6.0 20.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 27.0 16.0 4.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 10.0 22.8 14.5 3.2 2.4 20.9 3.4 7.1 Green Ext Time (p_c), s 0.0 2.9 0.4 0.0 0.0 5.6 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 30.7
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 329 268 142 317 97 114 591 56 135 1145 224 Future Volume (veh/h) 140 329 268 142 317 97 114 591 56 135 1145 224 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 161 378 308 163 364 0 131 679 64 155 1316 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 200 393 329 186 478 406 151 1324 588 191 1404 628 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.11 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 161 378 308 163 364 0 131 679 64 155 1316 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.1 18.0 17.4 8.2 16.3 0.0 6.5 13.3 2.4 7.6 32.0 0.0 Cycle Q Clear(g_c), s 4.1 18.0 17.4 8.2 16.3 0.0 6.5 13.3 2.4 7.6 32.0 0.0 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 200 393 329 186 478 406 151 1324 588 191 1404 628 V/C Ratio(X) 0.81 0.96 0.94 0.87 0.76 0.00 0.87 0.51 0.11 0.81 0.94 0.00 Avail Cap(c_a), veh/h 200 393 329 186 478 406 151 1324 588 305 1423 637 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.7 35.0 34.7 39.4 30.6 0.0 40.5 21.7 18.3 39.1 25.9 0.0 Incr Delay (d2), s/veh 20.9 35.3 33.7 33.8 7.1 0.0 38.4 0.3 0.1 8.5 11.9 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 2.5 13.1 10.6 5.7 9.2 0.0 4.8 6.6 1.0 4.2 17.8 0.0 LnGrp Delay(d),s/veh 62.6 70.2 68.4 73.2 37.7 0.0 78.9 22.0 18.4 47.6 37.8 0.0 LnGrp LOS EEEED ECBDD
Approach Vol, veh/h 847 527 874 1471
Approach Delay, s/veh 68.1 48.7 30.3 38.8
Approach LOS E D C D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 38.0 14.0 23.4 12.1 40.0 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.6 15.3 10.2 20.0 8.5 34.0 6.1 18.3 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 1.6 0.0 0.9 Intersection Summary
HCM 2010 Ctrl Delay 44.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 453 142 98 344 3 161 0 175 7 2 0 Future Volume (veh/h) 0 453 142 98 344 3 161 0 175 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 552 173 120 420 4 196 0 213 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 721 225 151 1515 14 680 0 576 420 81 0
Arrive On Green 0.00 0.28 0.28 0.09 0.46 0.46 0.37 0.00 0.37 0.37 0.37 0.00 Sat Flow, veh/h 1723 2580 806 1630 3301 31 1474 0 1568 800 221 0 Grp Volume(v), veh/h 0 367 358 120 207 217 196 0 213 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1667 1630 1626 1706 1474 0 1568 1022 0 0 Q Serve(g_s), s 0.0 10.1 10.2 3.7 4.1 4.1 0.0 0.0 5.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 10.1 10.2 3.7 4.1 4.1 4.1 0.0 5.1 4.1 0.0 0.0 Prop In Lane 1.00 0.48 1.00 0.02 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 480 466 151 746 783 680 0 576 502 0 0 V/C Ratio(X) 0.00 0.76 0.77 0.80 0.28 0.28 0.29 0.00 0.37 0.02 0.00 0.00 Avail Cap(c_a), veh/h 167 598 580 299 746 783 680 0 576 502 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.1 17.1 23.0 8.7 8.7 11.7 0.0 12.0 10.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.6 4.9 9.2 0.2 0.2 1.1 0.0 1.8 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.4 5.3 2.1 1.8 1.9 2.2 0.0 2.5 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 21.7 22.0 32.2 8.9 8.9 12.7 0.0 13.8 10.6 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 725 544 409 11
Approach Delay, s/veh 21.8 14.0 13.3 10.6
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.3 19.0 23.5 0.0 28.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 7.1 5.7 12.2 6.1 0.0 6.1
Green Ext Time (p_c), s 1.5 0.1 2.3 0.0 0.0 2.3
Intersection Summary
HCM 2010 Ctrl Delay 17.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 555 99 165 346 3 99 1 106 1 1 0 Future Volume (veh/h) 1 555 99 165 346 3 99 1 106 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 638 114 190 398 3 114 1 122 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 807 144 234 1403 11 595 5 507 315 284 0
Arrive On Green 0.00 0.28 0.28 0.14 0.42 0.42 0.34 0.34 0.34 0.34 0.34 0.00 Sat Flow, veh/h 1723 2916 520 1660 3369 25 1383 14 1509 644 846 0 Grp Volume(v), veh/h 1 376 376 190 196 205 115 0 122 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1718 1660 1656 1739 1397 0 1509 1490 0 0 Q Serve(g_s), s 0.0 11.1 11.1 6.1 4.3 4.3 0.0 0.0 3.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.1 11.1 6.1 4.3 4.3 2.7 0.0 3.2 2.7 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 476 475 234 690 724 600 0 507 599 0 0 V/C Ratio(X) 0.32 0.79 0.79 0.81 0.28 0.28 0.19 0.00 0.24 0.00 0.00 0.00 Avail Cap(c_a), veh/h 157 565 564 306 698 733 600 0 507 599 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.3 18.3 18.4 22.8 10.6 10.6 13.0 0.0 13.1 12.1 0.0 0.0 Incr Delay (d2), s/veh 49.6 6.3 6.4 11.8 0.2 0.2 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.1 6.1 3.6 2.0 2.1 1.3 0.0 1.5 0.0 0.0 0.0 LnGrp Delay(d),s/veh 76.9 24.7 24.8 34.6 10.8 10.8 13.7 0.0 14.3 12.1 0.0 0.0 LnGrp LOS E C C C B B B B B
Approach Vol, veh/h 753 591 237 2
Approach Delay, s/veh 24.8 18.4 14.0 12.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 12.2 19.7 22.9 4.6 27.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.2 8.1 13.1 4.7 2.0 6.3
Green Ext Time (p_c), s 0.8 0.1 2.0 0.0 0.0 2.1
Intersection Summary
HCM 2010 Ctrl Delay 20.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 503 647 29 129 553 238 40 259 70 181 363 586 Future Volume (veh/h) 503 647 29 129 553 238 40 259 70 181 363 586 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 519 667 30 133 570 0 41 267 72 187 374 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 610 981 44 167 704 315 67 686 181 225 632 537 Arrive On Green 0.18 0.28 0.28 0.10 0.20 0.00 0.04 0.25 0.25 0.13 0.34 0.00 Sat Flow, veh/h 3442 3450 155 1740 3471 1553 1740 2717 719 1757 1845 1568 Grp Volume(v), veh/h 519 342 355 133 570 0 41 169 170 187 374 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1740 1736 1553 1740 1736 1700 1757 1845 1568 Q Serve(g_s), s 11.0 12.9 12.9 5.6 11.8 0.0 1.7 6.1 6.3 7.8 12.6 0.0 Cycle Q Clear(g_c), s 11.0 12.9 12.9 5.6 11.8 0.0 1.7 6.1 6.3 7.8 12.6 0.0 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 610 503 522 167 704 315 67 438 429 225 632 537 V/C Ratio(X) 0.85 0.68 0.68 0.80 0.81 0.00 0.62 0.39 0.40 0.83 0.59 0.00 Avail Cap(c_a), veh/h 663 541 561 220 830 371 116 438 429 245 632 537 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.0 23.9 23.9 33.3 28.6 0.0 35.7 23.3 23.4 32.0 20.4 0.0 Incr Delay (d2), s/veh 9.7 3.1 3.1 14.1 5.2 0.0 8.9 2.5 2.7 19.5 4.0 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 6.0 6.7 7.0 3.3 6.1 0.0 1.0 3.2 3.3 5.0 7.0 0.0 LnGrp Delay(d),s/veh 39.7 27.0 27.0 47.4 33.8 0.0 44.6 25.8 26.1 51.5 24.5 0.0 LnGrp LOS DCCDC DCCDC
Approach Vol, veh/h 1216 703 380 561
Approach Delay, s/veh 32.4 36.4 28.0 33.5
Approach LOS CDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.2 23.5 11.7 25.9 7.4 30.3 17.8 19.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 9.8 8.3 7.6 14.9 3.7 14.6 13.0 13.8 Green Ext Time (p_c), s 0.0 1.4 0.1 2.7 0.0 1.6 0.4 1.5 Intersection Summary
HCM 2010 Ctrl Delay 33.0
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 384 97 290 293 257 32 408 348 209 539 83 Future Volume (veh/h) 109 384 97 290 293 257 32 408 348 209 539 83 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 125 441 111 333 337 295 37 469 400 240 620 95 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 159 757 289 374 624 526 63 839 387 323 1554 479 Arrive On Green 0.09 0.21 0.21 0.21 0.33 0.33 0.04 0.25 0.25 0.09 0.31 0.31 Sat Flow, veh/h 1774 3539 1352 1774 1863 1569 1774 3390 1566 3442 5085 1568 Grp Volume(v), veh/h 125 441 111 333 337 295 37 469 400 240 620 95 Grp Sat Flow(s),veh/h/ln 1774 1770 1352 1774 1863 1569 1774 1695 1566 1721 1695 1568 Q Serve(g_s), s 5.3 8.6 5.4 14.0 11.3 11.8 1.6 9.3 19.0 5.2 7.4 3.4 Cycle Q Clear(g_c), s 5.3 8.6 5.4 14.0 11.3 11.8 1.6 9.3 19.0 5.2 7.4 3.4 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 159 757 289 374 624 526 63 839 387 323 1554 479 V/C Ratio(X) 0.79 0.58 0.38 0.89 0.54 0.56 0.59 0.56 1.03 0.74 0.40 0.20 Avail Cap(c_a), veh/h 254 829 317 404 624 526 136 839 387 336 1554 479 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.2 27.1 25.8 29.5 20.7 20.9 36.5 25.2 28.9 33.9 21.1 19.7 Incr Delay (d2), s/veh 8.3 0.9 0.8 20.2 0.9 1.4 8.4 2.7 54.3 8.3 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 4.3 2.1 8.9 6.0 5.3 0.9 4.7 13.9 2.8 3.6 1.6 LnGrp Delay(d),s/veh 42.6 28.0 26.7 49.7 21.7 22.3 44.9 27.9 83.2 42.2 21.9 20.6 LnGrp LOS DCCDCCDCFDCC
Approach Vol, veh/h 677 965 906 955
Approach Delay, s/veh 30.5 31.5 53.0 26.9
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.7 23.5 20.7 20.9 7.2 28.0 11.4 30.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.2 21.0 16.0 10.6 3.6 9.4 7.3 13.8 Green Ext Time (p_c), s 0.0 0.0 0.2 2.0 0.0 3.5 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 35.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 179 393 95 132 548 88 71 488 112 192 736 160 Future Volume (veh/h) 179 393 95 132 548 88 71 488 112 192 736 160 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 201 442 107 148 616 99 80 548 126 216 827 180 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 775 186 186 740 119 195 973 431 277 1259 272 Arrive On Green 0.14 0.27 0.27 0.10 0.24 0.24 0.06 0.28 0.28 0.08 0.30 0.30 Sat Flow, veh/h 1774 2827 679 1774 3052 489 3408 3505 1551 3442 4185 905 Grp Volume(v), veh/h 201 275 274 148 357 358 80 548 126 216 669 338 Grp Sat Flow(s),veh/h/ln 1774 1770 1736 1774 1770 1771 1704 1752 1551 1721 1695 1700 Q Serve(g_s), s 7.6 9.2 9.3 5.6 13.1 13.1 1.6 9.2 4.4 4.2 11.8 11.9 Cycle Q Clear(g_c), s 7.6 9.2 9.3 5.6 13.1 13.1 1.6 9.2 4.4 4.2 11.8 11.9 Prop In Lane 1.00 0.39 1.00 0.28 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 242 485 476 186 429 430 195 973 431 277 1020 511 V/C Ratio(X) 0.83 0.57 0.57 0.80 0.83 0.83 0.41 0.56 0.29 0.78 0.66 0.66 Avail Cap(c_a), veh/h 246 485 476 231 465 466 249 973 431 277 1020 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 21.3 21.4 29.9 24.6 24.6 31.2 21.2 19.4 30.9 20.8 20.9 Incr Delay (d2), s/veh 20.4 1.5 1.7 14.4 11.4 11.6 1.4 2.4 1.7 13.4 3.3 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 4.6 4.6 3.5 7.7 7.8 0.8 4.7 2.1 2.5 5.9 6.5 LnGrp Delay(d),s/veh 49.2 22.9 23.1 44.3 36.0 36.2 32.5 23.5 21.2 44.3 24.1 27.5 LnGrp LOS DCCDDDCCCDCC
Approach Vol, veh/h 750 863 754 1223
Approach Delay, s/veh 30.0 37.5 24.1 28.6
Approach LOS CDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 11.7 23.3 8.4 25.1 13.8 21.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.2 11.2 7.6 11.3 3.6 13.9 9.6 15.1 Green Ext Time (p_c), s 0.0 2.5 0.0 2.0 0.0 3.1 0.0 1.2 Intersection Summary
HCM 2010 Ctrl Delay 30.1
HCM 2010 LOS C
HCM Signalized Intersection Capacity Analysis Existing Plus Project Apts PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 444 1348 886 30 37 312
Future Volume (vph) 444 1348 886 30 37 312
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3469 1770 1583
Flt Permitted 0.17 1.00 1.00 0.95 1.00
Satd. Flow (perm) 321 3504 3469 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 448 1362 895 30 37 315
RTOR Reduction (vph) 0 0 0 0 0 240
Lane Group Flow (vph) 448 1362 925 0 37 75
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 58.5 58.5 37.4 19.6 19.6
Effective Green, g (s) 59.2 59.6 38.5 20.3 20.7
Actuated g/C Ratio 0.68 0.69 0.44 0.23 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 501 2403 1536 413 377
v/s Ratio Prot c0.18 0.39 0.27 0.02
v/s Ratio Perm c0.43 c0.05
v/c Ratio 0.89 0.57 0.60 0.09 0.20
Uniform Delay, d1 17.4 7.0 18.4 26.1 26.5
Progression Factor 1.10 0.56 1.00 1.00 1.00
Incremental Delay, d2 14.2 0.3 0.8 0.1 0.2
Delay (s) 33.4 4.2 19.2 26.1 26.7
Level of Service C A B C C
Approach Delay (s) 11.4 19.2 26.6
Approach LOS B B C
Intersection Summary
HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 86.9 Sum of lost time (s) 11.6 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing Plus Project Apts PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1435 0 0 969 229 425 3 357 0 0 0 Future Volume (vph) 0 1435 0 0 969 229 425 3 357 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3368 1656 1661 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3368 1656 1661 1560
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 1527 0 0 1031 244 452 3 380 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1527 0 0 1275 0 226 229 323 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 58.5 37.4 19.6 19.6 19.6
Effective Green, g (s) 59.6 38.5 20.3 20.3 20.3
Actuated g/C Ratio 0.69 0.44 0.23 0.23 0.23
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2390 1492 386 388 364
v/s Ratio Prot c0.44 c0.38 0.14 0.14
v/s Ratio Perm c0.21
v/c Ratio 0.64 0.85 0.59 0.59 0.89
Uniform Delay, d1 7.6 21.7 29.6 29.6 32.2
Progression Factor 1.00 0.45 1.00 1.00 1.00
Incremental Delay, d2 0.6 4.5 2.3 2.4 21.8
Delay (s) 8.3 14.2 31.8 32.0 54.0
Level of Service A B C C D
Approach Delay (s) 8.3 14.2 42.0 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 18.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 86.9 Sum of lost time (s) 12.3 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1442 1257 0 388 370
Future Volume (veh/h) 0 1442 1257 0 388 370
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1502 1309 0 404 385
Adj No. of Lanes 022021
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022022
Cap, veh/h 0 1819 1819 0 1072 493
Arrive On Green 0.00 0.52 0.52 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1502 1309 0 404 385
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 17.2 13.7 0.0 4.4 10.6
Cycle Q Clear(g_c), s 0.0 17.2 13.7 0.0 4.4 10.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1819 1819 0 1072 493
V/C Ratio(X) 0.00 0.83 0.72 0.00 0.38 0.78
Avail Cap(c_a), veh/h 0 2490 2490 0 1314 605
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 9.5 8.7 0.0 12.6 14.7
Incr Delay (d2), s/veh 0.0 1.2 0.3 0.0 0.2 4.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 8.5 6.4 0.0 2.0 5.2
LnGrp Delay(d),s/veh 0.0 10.8 9.0 0.0 12.8 19.6
LnGrp LOS B A B B
Approach Vol, veh/h 1502 1309 789
Approach Delay, s/veh 10.8 9.0 16.1
Approach LOS B A B
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 28.9 18.6 28.9
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 19.2 12.6 15.7
Green Ext Time (p_c), s 4.6 1.4 4.1
Intersection Summary
HCM 2010 Ctrl Delay 11.3
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 327 7 752 348 527 12 499 1062 529 495 31 Future Volume (veh/h) 28 327 7 752 348 527 12 499 1062 529 495 31 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 29 341 7 783 362 0 12 520 1106 551 516 32 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 53 503 10 770 1199 809 29 844 1294 598 1340 83 Arrive On Green 0.03 0.15 0.16 0.23 0.35 0.00 0.02 0.24 0.24 0.18 0.40 0.41 Sat Flow, veh/h 1690 3379 69 3374 3470 1552 1756 3504 2759 3407 3351 207 Grp Volume(v), veh/h 29 170 178 783 362 0 12 520 1106 551 269 279 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1687 1735 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 1.9 10.9 10.9 26.0 8.7 0.0 0.8 15.1 17.4 18.1 12.4 12.5 Cycle Q Clear(g_c), s 1.9 10.9 10.9 26.0 8.7 0.0 0.8 15.1 17.4 18.1 12.4 12.5 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 53 251 263 770 1199 809 29 844 1294 598 700 722 V/C Ratio(X) 0.54 0.68 0.68 1.02 0.30 0.00 0.41 0.62 0.85 0.92 0.38 0.39 Avail Cap(c_a), veh/h 104 688 719 770 1995 1165 93 1046 1453 598 738 762 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 45.9 45.9 43.9 27.2 0.0 55.4 38.5 8.7 46.2 24.2 24.2 Incr Delay (d2), s/veh 3.2 6.6 6.4 36.6 0.3 0.0 3.4 0.7 4.8 20.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 5.5 5.8 15.9 4.2 0.0 0.4 7.4 7.3 10.2 6.1 6.3 LnGrp Delay(d),s/veh 57.5 52.5 52.3 80.6 27.5 0.0 58.8 39.3 13.4 66.6 24.6 24.6 LnGrp LOS E D D F C E D B E C C
Approach Vol, veh/h 377 1145 1638 1099
Approach Delay, s/veh 52.8 63.8 22.0 45.6
Approach LOS D E C D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 22.5 7.9 51.5 9.1 45.4 26.0 33.4 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 28.0 12.9 2.8 14.5 3.9 10.7 20.1 19.4 Green Ext Time (p_c), s 0.0 3.2 0.0 2.2 0.0 3.9 0.0 7.7 Intersection Summary
HCM 2010 Ctrl Delay 42.0
HCM 2010 LOS D
HCM 2010 TWSC Existing Plus Project Apts PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 233 85 118 175 71 100 49 42 52 29 1 Future Vol, veh/h 6 233 85 118 175 71 100 49 42 52 29 1 Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 9 99777444222
Mvmt Flow 6 245 89 124 184 75 105 52 44 55 31 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 260 0 0 340 0 0 757 771 251 783 785 194 Stage 1 - - - - - - 263 263 - 433 433 -
Stage 2 - - - - - - 494 508 - 350 352 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1265 - - 1192 - - 322 328 783 311 325 847 Stage 1 - - - - - - 738 687 - 601 582 -
Stage 2 - - - - - - 553 535 - 666 632 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1264 - - 1186 - - 268 290 779 233 288 840 Mov Cap-2 Maneuver - - - - - - 268 290 - 233 288 -
Stage 1 - - - - - - 731 680 - 597 520 -
Stage 2 - - - - - - 462 478 - 578 626 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 2.7 21.9 26.5

HCM LOS C D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 268 408 1264 - - 1186 - - 250 840
HCM Lane V/C Ratio 0.393 0.235 0.005 - - 0.105 - - 0.341 0.001 HCM Control Delay (s) 26.9 16.5 7.9 - - 8.4 - - 26.7 9.3 HCM Lane LOS D C A - - A - - D A
HCM 95th %tile Q(veh) 1.8 0.9 0 - - 0.4 - - 1.5 0
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 29 211 108 11 174 203 1309 17 210 964 40 Future Volume (veh/h) 90 29 211 108 11 174 203 1309 17 210 964 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 60 72 213 109 11 176 205 1322 17 212 974 40 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 290 305 257 237 24 230 238 1511 19 245 1046 465 Arrive On Green 0.17 0.17 0.17 0.16 0.15 0.15 0.13 0.29 0.29 0.14 0.30 0.30 Sat Flow, veh/h 1757 1845 1554 1618 163 1570 1774 5174 67 1774 3539 1572 Grp Volume(v), veh/h 60 72 213 120 0 176 205 866 473 212 974 40 Grp Sat Flow(s),veh/h/ln 1757 1845 1554 1782 0 1570 1774 1695 1851 1774 1770 1572 Q Serve(g_s), s 2.7 3.2 12.3 5.7 0.0 10.0 10.5 22.6 22.6 10.9 24.9 1.7 Cycle Q Clear(g_c), s 2.7 3.2 12.3 5.7 0.0 10.0 10.5 22.6 22.6 10.9 24.9 1.7 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 290 305 257 261 0 230 238 990 540 245 1046 465 V/C Ratio(X) 0.21 0.24 0.83 0.46 0.00 0.76 0.86 0.88 0.88 0.87 0.93 0.09 Avail Cap(c_a), veh/h 378 397 334 479 0 422 248 1021 557 248 1066 474 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 33.7 37.5 35.7 0.0 38.1 39.4 31.3 31.3 39.2 31.8 23.7 Incr Delay (d2), s/veh 0.3 0.4 12.6 1.3 0.0 5.2 24.4 8.4 14.2 25.7 13.8 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 1.4 1.6 6.2 2.9 0.0 4.7 6.7 11.7 13.7 7.0 14.1 0.8 LnGrp Delay(d),s/veh 33.9 34.1 50.1 36.9 0.0 43.4 63.8 39.7 45.5 64.9 45.7 23.7 LnGrp LOS CCDD DEDDEDC
Approach Vol, veh/h 345 296 1544 1226
Approach Delay, s/veh 44.0 40.8 44.7 48.3
Approach LOS DDDD
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 21.4 18.5 33.5 19.6 18.8 33.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 14.3 12.5 26.9 12.0 12.9 24.6 Green Ext Time (p_c), s 0.7 0.0 0.6 1.0 0.0 2.0
Intersection Summary
HCM 2010 Ctrl Delay 45.6
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 6 15 428 11 225 26 1282 678 144 1012 34 Future Volume (veh/h) 20 6 15 428 11 225 26 1282 678 144 1012 34 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 22 7 16 470 12 247 29 1409 745 158 1112 37 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 36 31 70 572 385 327 44 1556 696 161 1768 59 Arrive On Green 0.02 0.06 0.06 0.17 0.21 0.21 0.02 0.44 0.44 0.09 0.51 0.51 Sat Flow, veh/h 1774 505 1154 3442 1863 1583 1774 3539 1583 1774 3496 116 Grp Volume(v), veh/h 22 0 23 470 12 247 29 1409 745 158 563 586 Grp Sat Flow(s),veh/h/ln 1774 0 1659 1721 1863 1583 1774 1770 1583 1774 1770 1842 Q Serve(g_s), s 0.8 0.0 0.9 8.7 0.3 9.7 1.1 24.4 29.0 5.9 15.2 15.2 Cycle Q Clear(g_c), s 0.8 0.0 0.9 8.7 0.3 9.7 1.1 24.4 29.0 5.9 15.2 15.2 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 36 0 100 572 385 327 44 1556 696 161 895 932 V/C Ratio(X) 0.62 0.00 0.23 0.82 0.03 0.76 0.65 0.91 1.07 0.98 0.63 0.63 Avail Cap(c_a), veh/h 108 0 201 626 452 384 108 1556 696 161 895 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 0.0 29.5 26.5 20.9 24.6 31.9 17.2 18.5 29.9 11.8 11.8 Incr Delay (d2), s/veh 16.0 0.0 1.2 8.0 0.0 7.0 15.1 9.1 54.4 64.4 3.3 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 4.7 0.2 4.8 0.7 13.7 23.1 5.7 8.2 8.5 LnGrp Delay(d),s/veh 48.1 0.0 30.7 34.5 20.9 31.6 47.0 26.3 72.9 94.3 15.2 15.0 LnGrp LOS D CCCCDCFFBB
Approach Vol, veh/h 45 729 2183 1307
Approach Delay, s/veh 39.2 33.3 42.5 24.7
Approach LOS DCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 33.0 15.0 8.0 5.6 37.4 5.3 17.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 29.0 12.0 8.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 7.9 31.0 10.7 2.9 3.1 17.2 2.8 11.7 Green Ext Time (p_c), s 0.0 0.0 0.3 0.0 0.0 6.2 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 35.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 344 128 130 292 236 170 1230 131 177 791 157 Future Volume (veh/h) 227 344 128 130 292 236 170 1230 131 177 791 157 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 236 358 133 135 304 0 177 1281 136 184 824 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 277 385 320 156 399 339 212 1370 600 208 1363 610 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.12 0.39 0.39 0.12 0.39 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 236 358 133 135 304 0 177 1281 136 184 824 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.1 16.9 6.7 6.7 13.7 0.0 8.7 31.1 5.3 9.2 16.7 0.0 Cycle Q Clear(g_c), s 6.1 16.9 6.7 6.7 13.7 0.0 8.7 31.1 5.3 9.2 16.7 0.0 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 277 385 320 156 399 339 212 1370 600 208 1363 610 V/C Ratio(X) 0.85 0.93 0.42 0.86 0.76 0.00 0.84 0.94 0.23 0.88 0.60 0.00 Avail Cap(c_a), veh/h 277 385 320 156 399 339 242 1387 608 208 1363 610 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.7 34.9 30.8 40.3 33.0 0.0 38.6 26.4 18.4 38.9 22.1 0.0 Incr Delay (d2), s/veh 21.9 29.0 0.9 35.9 8.4 0.0 19.9 11.8 0.2 33.2 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 11.7 2.9 4.9 7.9 0.0 5.4 17.4 2.3 6.4 8.3 0.0 LnGrp Delay(d),s/veh 62.5 63.9 31.7 76.2 41.4 0.0 58.5 38.2 18.6 72.1 22.8 0.0 LnGrp LOS E E C E D E D B E C
Approach Vol, veh/h 727 439 1594 1008
Approach Delay, s/veh 57.6 52.1 38.8 31.8
Approach LOS E D D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.2 12.4 23.0 15.2 39.0 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 11.2 33.1 8.7 18.9 10.7 18.7 8.1 15.7 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.1 5.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 42.1
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 820 145 89 375 4 89 2 165 5 0 1 Future Volume (veh/h) 0 820 145 89 375 4 89 2 165 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 837 148 91 383 4 91 2 168 5 0 1
Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 990 175 114 1675 17 598 12 524 440 11 66
Arrive On Green 0.00 0.35 0.35 0.07 0.49 0.49 0.34 0.34 0.34 0.34 0.00 0.34 Sat Flow, veh/h 1691 2866 507 1675 3389 35 1368 34 1524 934 32 193 Grp Volume(v), veh/h 0 493 492 91 189 198 93 0 168 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1686 1675 1671 1753 1403 0 1524 1159 0 0 Q Serve(g_s), s 0.0 15.0 15.0 3.0 3.6 3.6 0.0 0.0 4.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.0 15.0 3.0 3.6 3.6 2.1 0.0 4.5 2.1 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.02 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 583 583 114 826 867 610 0 524 517 0 0 V/C Ratio(X) 0.00 0.85 0.85 0.80 0.23 0.23 0.15 0.00 0.32 0.01 0.00 0.00 Avail Cap(c_a), veh/h 152 634 634 196 826 867 610 0 524 517 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 16.8 16.8 25.5 8.0 8.0 12.7 0.0 13.5 12.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 9.6 9.6 12.1 0.1 0.1 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.5 8.5 1.7 1.7 1.7 1.1 0.0 2.1 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 26.4 26.4 37.6 8.1 8.1 13.2 0.0 15.1 12.1 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 985 478 261 6
Approach Delay, s/veh 26.4 13.8 14.4 12.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.3 23.7 23.6 0.0 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.5 5.0 17.0 4.1 0.0 5.6
Green Ext Time (p_c), s 0.8 0.0 2.2 0.0 0.0 2.0
Intersection Summary
HCM 2010 Ctrl Delay 21.1
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 716 277 364 388 0 80 0 67 0 3 0 Future Volume (veh/h) 1 716 277 364 388 0 80 0 67 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 754 292 383 408 0 84 0 71 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 806 312 422 2003 0 413 0 363 0 464 0
Arrive On Green 0.00 0.34 0.34 0.24 0.58 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2400 929 1740 3563 0 1287 0 1455 0 1863 0 Grp Volume(v), veh/h 1 535 511 383 408 0 84 0 71 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1627 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 23.8 23.8 16.7 4.4 0.0 4.1 0.0 3.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 23.8 23.8 16.7 4.4 0.0 4.2 0.0 3.0 0.0 0.1 0.0 Prop In Lane 1.00 0.57 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 572 546 422 2003 0 413 0 363 0 464 0 V/C Ratio(X) 0.43 0.94 0.94 0.91 0.20 0.00 0.20 0.00 0.20 0.00 0.01 0.00 Avail Cap(c_a), veh/h 109 577 551 456 2003 0 413 0 363 0 464 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.0 25.2 25.2 28.8 7.9 0.0 23.7 0.0 23.2 0.0 22.1 0.0 Incr Delay (d2), s/veh 91.1 22.7 23.5 20.9 0.0 0.0 1.1 0.0 1.2 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 14.7 14.2 10.4 2.1 0.0 1.6 0.0 1.3 0.0 0.1 0.0 LnGrp Delay(d),s/veh 130.1 47.8 48.7 49.7 8.0 0.0 24.8 0.0 24.4 0.0 22.1 0.0 LnGrp LOS F D D D A C C C
Approach Vol, veh/h 1047 791 155 3
Approach Delay, s/veh 48.3 28.2 24.6 22.1
Approach LOS DCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 23.5 30.8 24.0 4.6 49.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.2 18.7 25.8 2.1 2.0 6.4
Green Ext Time (p_c), s 0.5 0.3 0.5 0.0 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 38.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 474 628 11 78 677 271 34 288 150 226 259 510 Future Volume (veh/h) 474 628 11 78 677 271 34 288 150 226 259 510 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 494 654 11 81 705 0 35 300 156 235 270 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 541 1156 19 104 793 355 59 553 280 254 657 558 Arrive On Green 0.16 0.32 0.32 0.06 0.23 0.00 0.03 0.25 0.25 0.14 0.36 0.00 Sat Flow, veh/h 3442 3562 60 1757 3505 1568 1757 2252 1143 1757 1845 1568 Grp Volume(v), veh/h 494 325 340 81 705 0 35 232 224 235 270 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1852 1757 1752 1568 1757 1752 1643 1757 1845 1568 Q Serve(g_s), s 11.2 12.1 12.1 3.6 15.5 0.0 1.6 9.1 9.5 10.5 8.8 0.0 Cycle Q Clear(g_c), s 11.2 12.1 12.1 3.6 15.5 0.0 1.6 9.1 9.5 10.5 8.8 0.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 541 574 601 104 793 355 59 430 403 254 657 558 V/C Ratio(X) 0.91 0.57 0.57 0.78 0.89 0.00 0.59 0.54 0.56 0.92 0.41 0.00 Avail Cap(c_a), veh/h 541 574 601 144 816 365 113 430 403 254 657 558 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.0 22.2 22.2 36.9 29.8 0.0 37.8 26.1 26.2 33.6 19.3 0.0 Incr Delay (d2), s/veh 19.9 1.3 1.2 16.8 11.6 0.0 8.9 4.8 5.4 36.7 1.9 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 6.8 6.1 6.3 2.2 8.7 0.0 0.9 4.9 4.9 7.7 4.8 0.0 LnGrp Delay(d),s/veh 52.9 23.5 23.4 53.7 41.4 0.0 46.8 30.9 31.7 70.3 21.2 0.0 LnGrp LOS DCCDD DCCEC
Approach Vol, veh/h 1159 786 491 505
Approach Delay, s/veh 36.0 42.7 32.4 44.0
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 9.2 30.3 7.2 32.8 17.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 12.5 11.5 5.6 14.1 3.6 10.8 13.2 17.5 Green Ext Time (p_c), s 0.0 1.7 0.0 3.0 0.0 1.3 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 195 216 60 217 216 234 107 933 236 181 1078 219 Future Volume (veh/h) 195 216 60 217 216 234 107 933 236 181 1078 219 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 203 225 62 226 225 244 111 972 246 189 1123 228 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 247 694 302 271 390 327 141 1239 313 277 1566 478 Arrive On Green 0.14 0.20 0.20 0.15 0.21 0.21 0.08 0.31 0.31 0.08 0.31 0.31 Sat Flow, veh/h 1774 3539 1542 1774 1863 1561 1774 4033 1018 3442 5085 1552 Grp Volume(v), veh/h 203 225 62 226 225 244 111 817 401 189 1123 228 Grp Sat Flow(s),veh/h/ln 1774 1770 1542 1774 1863 1561 1774 1695 1660 1721 1695 1552 Q Serve(g_s), s 7.6 3.7 2.3 8.5 7.4 10.0 4.2 15.0 15.1 3.7 13.4 8.1 Cycle Q Clear(g_c), s 7.6 3.7 2.3 8.5 7.4 10.0 4.2 15.0 15.1 3.7 13.4 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 247 694 302 271 390 327 141 1042 510 277 1566 478 V/C Ratio(X) 0.82 0.32 0.20 0.83 0.58 0.75 0.78 0.78 0.79 0.68 0.72 0.48 Avail Cap(c_a), veh/h 312 932 406 324 504 422 169 1042 510 277 1566 478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 23.6 23.0 28.1 24.3 25.3 30.9 21.6 21.6 30.6 21.0 19.2 Incr Delay (d2), s/veh 13.0 0.3 0.3 14.6 1.3 5.2 18.1 5.9 11.6 6.7 2.9 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 1.8 1.0 5.2 4.0 4.7 2.8 7.9 8.6 2.0 6.7 3.9 LnGrp Delay(d),s/veh 41.6 23.8 23.3 42.7 25.6 30.5 49.0 27.5 33.2 37.3 23.9 22.6 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 490 695 1329 1540
Approach Delay, s/veh 31.1 32.9 31.0 25.3
Approach LOS CCCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 14.9 17.9 10.0 25.5 14.0 18.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 5.7 17.1 10.5 5.7 6.2 15.4 9.6 12.0 Green Ext Time (p_c), s 0.0 2.6 0.1 1.2 0.0 3.1 0.1 1.2 Intersection Summary
HCM 2010 Ctrl Delay 29.2
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 219 613 81 160 498 168 138 880 184 297 835 206 Future Volume (veh/h) 219 613 81 160 498 168 138 880 184 297 835 206 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 223 626 83 163 508 171 141 898 188 303 852 210 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 256 804 106 194 576 193 215 1067 465 367 1403 343 Arrive On Green 0.14 0.26 0.26 0.11 0.22 0.22 0.06 0.30 0.30 0.11 0.35 0.35 Sat Flow, veh/h 1774 3136 415 1774 2601 871 3442 3539 1544 3442 4057 993 Grp Volume(v), veh/h 223 353 356 163 345 334 141 898 188 303 711 351 Grp Sat Flow(s),veh/h/ln 1774 1770 1782 1774 1770 1702 1721 1770 1544 1721 1695 1659 Q Serve(g_s), s 9.8 14.7 14.8 7.2 15.0 15.1 3.2 18.9 7.7 6.9 13.8 14.0 Cycle Q Clear(g_c), s 9.8 14.7 14.8 7.2 15.0 15.1 3.2 18.9 7.7 6.9 13.8 14.0 Prop In Lane 1.00 0.23 1.00 0.51 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 256 454 457 194 392 377 215 1067 465 367 1172 574 V/C Ratio(X) 0.87 0.78 0.78 0.84 0.88 0.89 0.66 0.84 0.40 0.82 0.61 0.61 Avail Cap(c_a), veh/h 256 462 466 194 400 385 238 1067 465 367 1172 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 27.5 27.5 34.8 30.0 30.0 36.5 26.0 22.1 34.8 21.6 21.6 Incr Delay (d2), s/veh 26.0 8.0 8.1 26.8 19.5 21.1 5.6 8.1 2.6 14.2 2.3 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 8.2 8.3 5.0 9.4 9.3 1.7 10.4 3.6 4.0 6.8 7.1 LnGrp Delay(d),s/veh 59.3 35.5 35.6 61.6 49.4 51.1 42.1 34.1 24.7 49.0 23.9 26.4 LnGrp LOS E D D E DDDCCDCC
Approach Vol, veh/h 932 842 1227 1365
Approach Delay, s/veh 41.3 52.5 33.6 30.1
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 24.9 9.5 32.0 16.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 8.9 20.9 9.2 16.8 5.2 16.0 11.8 17.1 Green Ext Time (p_c), s 0.0 1.9 0.0 1.6 0.0 5.3 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 37.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 329 268 142 317 97 114 591 56 135 1145 224 Future Volume (veh/h) 140 329 268 142 317 97 114 591 56 135 1145 224 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 161 378 308 163 364 0 131 679 64 155 1316 0 Adj No. of Lanes 211111130130
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 240 431 360 196 504 428 164 1473 138 194 1670 0 Arrive On Green 0.07 0.23 0.23 0.11 0.27 0.00 0.09 0.31 0.31 0.11 0.33 0.00 Sat Flow, veh/h 3442 1863 1559 1757 1845 1568 1774 4728 442 1774 5253 0 Grp Volume(v), veh/h 161 378 308 163 364 0 131 485 258 155 1316 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1559 1757 1845 1568 1774 1695 1780 1774 1695 0 Q Serve(g_s), s 3.5 14.9 14.4 6.9 13.6 0.0 5.5 8.8 8.9 6.5 17.9 0.0 Cycle Q Clear(g_c), s 3.5 14.9 14.4 6.9 13.6 0.0 5.5 8.8 8.9 6.5 17.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.00
Lane Grp Cap(c), veh/h 240 431 360 196 504 428 164 1056 554 194 1670 0 V/C Ratio(X) 0.67 0.88 0.85 0.83 0.72 0.00 0.80 0.46 0.46 0.80 0.79 0.00 Avail Cap(c_a), veh/h 271 452 379 196 509 432 168 1056 554 310 1856 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.6 28.2 28.1 33.1 25.1 0.0 33.9 21.1 21.1 33.1 23.2 0.0 Incr Delay (d2), s/veh 5.3 17.0 16.6 25.0 5.0 0.0 22.8 0.3 0.6 7.4 2.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 9.7 7.9 4.7 7.6 0.0 3.7 4.2 4.5 3.6 8.6 0.0 LnGrp Delay(d),s/veh 39.9 45.2 44.6 58.2 30.0 0.0 56.7 21.4 21.7 40.5 25.3 0.0 LnGrp LOS D D D E C E CCDC
Approach Vol, veh/h 847 527 874 1471
Approach Delay, s/veh 44.0 38.7 26.8 26.9
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 28.2 13.0 22.1 11.5 29.5 9.8 25.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.3 21.7 8.5 18.5 7.2 27.8 6.0 21.0 Max Q Clear Time (g_c+I1), s 8.5 10.9 8.9 16.9 7.5 19.9 5.5 15.6 Green Ext Time (p_c), s 0.2 3.6 0.0 0.6 0.0 5.2 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 32.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 555 99 165 346 3 99 1 106 1 1 0 Future Volume (veh/h) 1 555 99 165 346 3 99 1 106 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1810 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 638 114 190 398 3 114 1 122 1 1 0 Adj No. of Lanes 121120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 885 396 235 1339 10 614 5 523 327 295 0
Arrive On Green 0.00 0.26 0.26 0.14 0.40 0.40 0.35 0.35 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 3438 1538 1660 3369 25 1381 14 1509 649 851 0 Grp Volume(v), veh/h 1 638 114 190 196 205 115 0 122 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1538 1660 1656 1739 1395 0 1509 1501 0 0 Q Serve(g_s), s 0.0 9.0 3.2 5.9 4.3 4.3 0.0 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 9.0 3.2 5.9 4.3 4.3 2.5 0.0 3.0 2.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 885 396 235 658 691 619 0 523 622 0 0 V/C Ratio(X) 0.31 0.72 0.29 0.81 0.30 0.30 0.19 0.00 0.23 0.00 0.00 0.00 Avail Cap(c_a), veh/h 162 1166 522 316 721 757 619 0 523 622 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.5 18.0 15.8 22.1 10.9 10.9 12.1 0.0 12.3 11.3 0.0 0.0 Incr Delay (d2), s/veh 46.4 1.5 0.4 10.8 0.2 0.2 0.7 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.4 1.4 3.4 2.0 2.1 1.3 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 72.8 19.5 16.2 32.8 11.2 11.2 12.8 0.0 13.4 11.4 0.0 0.0 LnGrp LOS E B B C B B B B B
Approach Vol, veh/h 753 591 237 2
Approach Delay, s/veh 19.1 18.1 13.1 11.3
Approach LOS BBBB
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 12.0 18.2 22.9 4.6 25.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.0 7.9 11.0 4.5 2.0 6.3
Green Ext Time (p_c), s 0.8 0.1 2.7 0.0 0.0 2.1
Intersection Summary
HCM 2010 Ctrl Delay 17.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 344 128 130 292 236 170 1230 131 177 791 157 Future Volume (veh/h) 227 344 128 130 292 236 170 1230 131 177 791 157 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 236 358 133 135 304 0 177 1281 136 184 824 0 Adj No. of Lanes 211111130130
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, % 222222222222
Cap, veh/h 318 413 344 168 417 355 216 1517 161 221 1670 0 Arrive On Green 0.09 0.22 0.22 0.09 0.22 0.00 0.12 0.33 0.33 0.12 0.33 0.00 Sat Flow, veh/h 3442 1863 1551 1774 1863 1583 1774 4657 494 1774 5253 0 Grp Volume(v), veh/h 236 358 133 135 304 0 177 933 484 184 824 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1551 1774 1863 1583 1774 1695 1761 1774 1695 0 Q Serve(g_s), s 5.2 14.3 5.6 5.8 11.7 0.0 7.5 19.7 19.7 7.8 10.0 0.0 Cycle Q Clear(g_c), s 5.2 14.3 5.6 5.8 11.7 0.0 7.5 19.7 19.7 7.8 10.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.00
Lane Grp Cap(c), veh/h 318 413 344 168 417 355 216 1104 573 221 1670 0 V/C Ratio(X) 0.74 0.87 0.39 0.80 0.73 0.00 0.82 0.84 0.84 0.83 0.49 0.00 Avail Cap(c_a), veh/h 335 447 372 172 447 380 264 1160 603 221 1670 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.1 28.9 25.6 34.2 27.8 0.0 33.1 24.2 24.2 33.0 20.8 0.0 Incr Delay (d2), s/veh 8.1 15.5 0.7 22.7 5.5 0.0 15.4 5.7 10.3 23.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 9.1 2.5 3.9 6.6 0.0 4.6 10.1 11.2 5.2 4.7 0.0 LnGrp Delay(d),s/veh 42.2 44.5 26.3 56.9 33.3 0.0 48.5 29.9 34.5 56.1 21.0 0.0 LnGrp LOS D D C E C D C C E C
Approach Vol, veh/h 727 439 1594 1008
Approach Delay, s/veh 40.4 40.6 33.3 27.4
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 29.6 11.8 21.6 13.9 29.8 11.6 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.6 26.4 7.5 18.5 11.5 24.5 7.5 18.5 Max Q Clear Time (g_c+I1), s 9.8 21.7 7.8 16.3 9.5 12.0 7.2 13.7 Green Ext Time (p_c), s 0.0 3.4 0.0 0.6 0.1 4.6 0.0 0.7 Intersection Summary
HCM 2010 Ctrl Delay 34.0
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 716 277 364 388 0 80 0 67 0 3 0 Future Volume (veh/h) 1 716 277 364 388 0 80 0 67 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 754 292 383 408 0 84 0 71 0 3 0
Adj No. of Lanes 121120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 994 444 429 1864 0 452 0 397 0 508 0
Arrive On Green 0.00 0.29 0.29 0.25 0.54 0.00 0.27 0.00 0.27 0.00 0.27 0.00 Sat Flow, veh/h 1707 3406 1521 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 754 292 383 408 0 84 0 71 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1521 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 14.4 12.0 15.2 4.4 0.0 3.6 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 14.4 12.0 15.2 4.4 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 994 444 429 1864 0 452 0 397 0 508 0 V/C Ratio(X) 0.42 0.76 0.66 0.89 0.22 0.00 0.19 0.00 0.18 0.00 0.01 0.00 Avail Cap(c_a), veh/h 119 1262 564 499 2039 0 452 0 397 0 508 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.7 23.0 22.2 26.0 8.7 0.0 20.3 0.0 19.9 0.0 18.9 0.0 Incr Delay (d2), s/veh 87.9 2.1 1.9 16.6 0.1 0.0 0.9 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.0 5.3 9.2 2.1 0.0 1.4 0.0 1.2 0.0 0.0 0.0 LnGrp Delay(d),s/veh 123.5 25.1 24.1 42.6 8.7 0.0 21.2 0.0 20.9 0.0 19.0 0.0 LnGrp LOS F C C D A C C B
Approach Vol, veh/h 1047 791 155 3
Approach Delay, s/veh 24.9 25.1 21.0 19.0
Approach LOS C C C B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.1 25.4 24.0 4.6 42.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.7 17.2 16.4 2.1 2.0 6.4
Green Ext Time (p_c), s 0.5 0.4 4.5 0.0 0.0 3.0
Intersection Summary
HCM 2010 Ctrl Delay 24.7
HCM 2010 LOS C
Appendix I
Background Growth
Derivation

Background Growth Derivation

NB NB NB SB SB SB EB EB EB WB WB WB NB NB NB SB SB SB EB EB EB WB WB WB Int Source Year L T R L T R L T R L T R Total Total Per Year Total Per Year Average/yr L T R L T R L T R L T R Total Total Per Year Total Per Year Average/yr KHTE Counts 2019 0 0 0 21 0 432 210 804 0 0 1,008 17 2,492 0 0 0 37 0 309 442 1,343 0 0 878 30 3,039 Casa Boronda 2014 0 0 0 40 0 465 193 660 0 0 874 18 2,250 242 48 10.756% 2.151% 0 0 0 36 0 316 471 1,334 0 0 841 31 3,029 10 2 0.330% 0.066% WASP 2016 0 0 0 25 0 495 174 722 0 0 887 16 2,319 173 58 7.460% 2.487% 0 0 0 34 0 285 471 1,320 0 0 813 25 2,948 91 30 3.087% 1.029% KHTE Counts 2019 283 1 147 0 0 0 0 867 289 0 1,193 247 3,027 418 3 357 0000 1,428 389 0 958 229 3,782 Casa Boronda 2014 197 0 137 0 0 0 0 716 291 0 1,136 203 2,680 347 69 12.948% 2.590% 406 0 348 0000 1,457 369 0 939 218 3,737 45 9 1.204% 0.241% WASP 2016 244 0 116 0 0 0 0 778 227 0 1,156 214 2,735 292 97 10.676% 3.559% 361 0 348 0000 1,414 460 0 866 219 3,668 114 38 3.108% 1.036%

3. US 101 Southbound Offramp / West Laurel Drive
KHTE Counts 2019 0 0 0 210 0 360 0 946 325 0 1,220 256 3,317 0 0 0 388 0 360 0 1,429 472 0 1,239 137 4,025 Casa Boronda 2014 0 0 0 185 0 361 0 822 245 0 1,066 267 2,946 371 74 12.593% 2.519% 0 0 0 342 0 347 0 1,484 401 0 1,193 152 3,919 106 21 2.705% 0.541% WASP 2016 0 0 0 191 0 360 0 844 255 0 1,155 382 3,187 130 43 4.079% 1.360% 0 0 0 356 0 339 0 1,518 364 0 1,150 97 3,824 201 67 5.256% 1.752% KHTE Counts 2019 23 280 809 178 282 29 29 284 9 845 441 294 3,503 12 497 1,045 529 491 31 28 327 7 724 348 527 4,566 Casa Boronda 2014 14 276 707 167 224 16 19 193 10 807 306 314 3,053 450 90 14.740% 2.948% 17 476 1,040 545 487 32 35 300 12 696 309 535 4,484 82 16 1.829% 0.366% WASP 2016 13 265 784 138 227 16 20 214 16 821 1 262 2,777 726 242 26.143% 8.714% 22 472 994 571 450 36 42 300 10 645 308 510 4,360 206 69 4.725% 1.575%

5. Post Drive - El Rancho Way / Calle Del Adobe
KHTE Counts 2019 111 22 17 60 39 0 0 233 164 168 249 39 1,102 100 49 42 52 29 1 6 233 85 118 175 71 961 Casa Boronda 2014 88 26 17 48 41 1 2 129 103 128 132 42 757 345 69 45.575% 9.115% 88 53 32 74 25 1 2 175 63 119 134 79 845 116 23 13.728% 2.746% KHTE Counts 2019 164 987 12 120 953 19 34 28 310 60 9 91 2,787 203 1,290 16 210 932 40 90 29 211 106 11 174 3,312 Casa Boronda 2014 120 911 8 106 917 26 29 18 264 42 13 56 2,510 277 55 11.036% 2.207% 201 911 8 106 917 26 29 18 264 42 13 56 2,591 721 144 27.827% 5.565% Notes:1. Data Sources:

KHTE Counts - May 2019 traffic counts from Keith Higgins Traffic Engineer - see Appendix C for this data.

Casa Boronda - Casa Boronda Agricultural Employee Housing Project, Keith Higgins Traffic Engineer, July 3, 2017.WASP - The Draft West Area Specific Plan Transportation Impact Analysis, Fehr & Peers, June 2018.

2. Red text is estimated from adjacent intersection.

AM Peak Hour PM Peak Hour

2. US 101 Northbound Ramps / West Laurel Drive4. North Davis Road / Calle Del Adobe - West Laurel Drive6. North Davis Road / Post Drive - Commercial Driveway

0.547%0.638%1.147%0.970%

2.319%3.074%1.939%5.831%
% Change Net Change % Change Net Change

1. Adams Street / West Laurel Drive
Appendix J
Level of Service
Calculations
Background
Conditions

HCM Signalized Intersection Capacity Analysis Background AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 231 884 1106 19 23 475
Future Volume (vph) 231 884 1106 19 23 475
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 227 3504 3477 1770 1583
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 254 971 1215 21 25 522
RTOR Reduction (vph) 0 0 0 0 0 158
Lane Group Flow (vph) 254 971 1236 0 25 364
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.6 20.6
Effective Green, g (s) 61.1 61.5 48.5 21.3 21.7
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 308 2399 1877 419 382
v/s Ratio Prot c0.08 0.28 0.36 0.01
v/s Ratio Perm c0.48 c0.23
v/c Ratio 0.82 0.40 0.66 0.06 0.95
Uniform Delay, d1 15.3 6.2 14.7 26.5 33.5
Progression Factor 1.74 0.38 1.00 1.00 1.00
Incremental Delay, d2 15.1 0.1 0.9 0.0 33.5
Delay (s) 41.7 2.5 15.7 26.5 67.1
Level of Service D A B C E
Approach Delay (s) 10.6 15.7 65.2
Approach LOS B B E
Intersection Summary
HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 11.6 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 954 0 0 1312 272 311 1 162 0 0 0 Future Volume (vph) 0 954 0 0 1312 272 311 1 162 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3396 1624 1629 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3396 1624 1629 1530
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 1048 0 0 1442 299 342 1 178 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 111 0 0 0
Lane Group Flow (vph) 0 1048 0 0 1741 0 171 172 67 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.6 20.6 20.6
Effective Green, g (s) 61.5 48.5 21.3 21.3 21.3
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2364 1834 385 386 362
v/s Ratio Prot c0.30 c0.51 0.11 c0.11
v/s Ratio Perm 0.04
v/c Ratio 0.44 0.95 0.44 0.45 0.19
Uniform Delay, d1 6.4 19.5 29.2 29.2 27.3
Progression Factor 1.00 0.69 1.00 1.00 1.00
Incremental Delay, d2 0.2 8.0 0.8 0.8 0.3
Delay (s) 6.6 21.4 30.0 30.0 27.6
Level of Service A C C C C
Approach Delay (s) 6.6 21.4 29.2 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 12.3 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background AM
3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1041 1342 0 231 396
Future Volume (veh/h) 0 1041 1342 0 231 396
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1144 1475 0 254 435
Adj No. of Lanes 022021
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 042044
Cap, veh/h 0 1712 1746 0 1149 529
Arrive On Green 0.00 0.50 0.50 0.00 0.35 0.35
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1144 1475 0 254 435
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 12.6 18.4 0.0 2.7 13.0
Cycle Q Clear(g_c), s 0.0 12.6 18.4 0.0 2.7 13.0
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1712 1746 0 1149 529
V/C Ratio(X) 0.00 0.67 0.84 0.00 0.22 0.82
Avail Cap(c_a), veh/h 0 2107 2149 0 1419 653
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 9.4 10.8 0.0 11.6 15.0
Incr Delay (d2), s/veh 0.0 0.3 2.3 0.0 0.1 6.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.0 9.2 0.0 1.2 6.4
LnGrp Delay(d),s/veh 0.0 9.7 13.1 0.0 11.7 21.4
LnGrp LOS A B B C
Approach Vol, veh/h 1144 1475 689
Approach Delay, s/veh 9.7 13.1 17.8
Approach LOS A B B
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.2 20.9 29.2
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 14.6 15.0 20.4
Green Ext Time (p_c), s 3.4 1.3 3.8
Intersection Summary
HCM 2010 Ctrl Delay 12.9
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background AM
4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 312 10 930 485 323 25 308 890 196 310 32 Future Volume (veh/h) 32 312 10 930 485 323 25 308 890 196 310 32 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 34 335 11 1000 522 0 27 331 957 211 333 34 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 61 488 16 1162 1585 838 55 654 1453 277 755 77 Arrive On Green 0.04 0.15 0.16 0.34 0.46 0.00 0.03 0.19 0.19 0.08 0.24 0.25 Sat Flow, veh/h 1659 3270 107 3374 3470 1552 1739 3470 2718 3342 3151 320 Grp Volume(v), veh/h 34 169 177 1000 522 0 27 331 957 211 181 186 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1687 1735 1552 1739 1735 1359 1671 1718 1752 Q Serve(g_s), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Cycle Q Clear(g_c), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 61 247 257 1162 1585 838 55 654 1453 277 412 420 V/C Ratio(X) 0.56 0.68 0.69 0.86 0.33 0.00 0.49 0.51 0.66 0.76 0.44 0.44 Avail Cap(c_a), veh/h 121 757 788 1249 2618 1300 104 1209 1887 301 650 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 40.3 40.3 30.5 17.3 0.0 47.6 36.4 4.8 44.9 32.3 32.2 Incr Delay (d2), s/veh 3.0 7.0 6.8 6.8 0.3 0.0 2.5 0.6 0.5 12.6 0.7 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 4.9 5.1 13.9 4.6 0.0 0.8 4.1 4.1 3.3 4.3 4.4 LnGrp Delay(d),s/veh 50.3 47.3 47.1 37.3 17.6 0.0 50.1 37.0 5.3 57.5 33.0 33.0 LnGrp LOS DDDDB DDAECC
Approach Vol, veh/h 380 1522 1315 578
Approach Delay, s/veh 47.4 30.6 14.2 41.9
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.4 20.4 9.2 29.9 9.2 51.6 14.3 24.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 29.6 11.7 3.5 11.0 4.0 11.6 8.2 10.6 Green Ext Time (p_c), s 4.8 3.2 0.0 1.4 0.0 6.1 0.1 7.6 Intersection Summary
HCM 2010 Ctrl Delay 28.3
HCM 2010 LOS C
HCM 2010 TWSC Background AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 38.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Future Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 298 209 215 319 50 142 28 22 77 50 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 369 0 0 507 0 0 1097 1097 298 1177 1256 319 Stage 1 - - - - - - 298 298 - 749 749 -
Stage 2 - - - - - - 799 799 - 428 507 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1142 - - 1048 - - 189 211 737 168 171 722 Stage 1 - - - - - - 706 663 - 404 419 -
Stage 2 - - - - - - 376 395 - 605 539 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1142 - - 1048 - - ~ 115 168 737 120 136 722 Mov Cap-2 Maneuver - - - - - - ~ 115 168 - 120 136 -
Stage 1 - - - - - - 706 663 - 404 333 -
Stage 2 - - - - - - 254 314 - 562 539 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 176.5 148.6

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 115 255 1142 - - 1048 - - 126 -
HCM Lane V/C Ratio 1.234 0.196 - - - 0.205 - - 1.006 -
HCM Control Delay (s) 230.8 22.5 0 - - 9.3 - - 148.6 0
HCM Lane LOS F C A - - A - - F A
HCM 95th %tile Q(veh) 9.2 0.7 0 - - 0.8 - - 6.9 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Background AM
6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1048 21 Future Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1048 21 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 36 38 367 71 11 108 194 1168 14 142 1127 23 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 381 400 339 149 23 152 187 1676 20 174 1128 503 Arrive On Green 0.22 0.22 0.22 0.11 0.10 0.10 0.11 0.33 0.33 0.10 0.32 0.32 Sat Flow, veh/h 1707 1792 1522 1531 237 1563 1757 5130 61 1774 3539 1577 Grp Volume(v), veh/h 36 38 367 82 0 108 194 764 418 142 1127 23 Grp Sat Flow(s),veh/h/ln 1707 1792 1522 1768 0 1563 1757 1679 1834 1774 1770 1577 Q Serve(g_s), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Cycle Q Clear(g_c), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 381 400 339 172 0 152 187 1097 599 174 1128 503 V/C Ratio(X) 0.09 0.10 1.08 0.48 0.00 0.71 1.04 0.70 0.70 0.82 1.00 0.05 Avail Cap(c_a), veh/h 381 400 339 469 0 415 187 1097 599 207 1128 503 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 29.0 36.6 39.6 0.0 41.2 42.1 27.6 27.6 41.6 32.1 22.2 Incr Delay (d2), s/veh 0.1 0.1 72.4 2.0 0.0 6.0 76.7 1.9 3.5 19.0 26.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 15.6 2.1 0.0 3.0 8.8 8.9 10.0 4.5 18.7 0.4 LnGrp Delay(d),s/veh 29.1 29.1 109.0 41.6 0.0 47.2 118.9 29.6 31.2 60.7 58.7 22.2 LnGrp LOS C C F D D F C C E E C
Approach Vol, veh/h 441 190 1376 1292
Approach Delay, s/veh 95.6 44.8 42.7 58.3
Approach LOS F D D E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 16.0 36.0 15.2 15.2 36.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 23.0 12.0 32.0 8.3 9.4 20.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 3.6
Intersection Summary
HCM 2010 Ctrl Delay 56.0
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background AM
7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 655 0 143 0 1010 535 227 1276 0 Future Volume (veh/h) 0 0 0 655 0 143 0 1010 535 227 1276 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1900 1863 1900 1845 1845 1900 0 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 0 0 0 697 0 152 0 1074 569 241 1357 0 Adj No. of Lanes 010210021120
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, % 222333022333
Cap, veh/h 0 479 0 1150 0 403 0 1281 573 268 2070 0
Arrive On Green 0.00 0.00 0.00 0.26 0.00 0.26 0.00 0.36 0.36 0.15 0.59 0.00 Sat Flow, veh/h 0 1863 0 3408 0 1568 0 3632 1583 1757 3597 0 Grp Volume(v), veh/h 0 0 0 697 0 152 0 1074 569 241 1357 0 Grp Sat Flow(s),veh/h/ln 0 1863 0 1704 0 1568 0 1770 1583 1757 1752 0 Q Serve(g_s), s 0.0 0.0 0.0 10.0 0.0 4.2 0.0 14.6 18.8 7.1 13.6 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 10.0 0.0 4.2 0.0 14.6 18.8 7.1 13.6 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 0 479 0 1150 0 403 0 1281 573 268 2070 0 V/C Ratio(X) 0.00 0.00 0.00 0.61 0.00 0.38 0.00 0.84 0.99 0.90 0.66 0.00 Avail Cap(c_a), veh/h 0 568 0 1313 0 478 0 1281 573 268 2070 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 18.2 0.0 16.0 0.0 15.3 16.7 21.9 7.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.6 0.0 0.6 0.0 6.7 35.9 30.4 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 4.7 0.0 1.9 0.0 8.2 13.8 5.7 6.9 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 18.8 0.0 16.6 0.0 22.0 52.5 52.3 8.8 0.0 LnGrp LOS B B C D D A
Approach Vol, veh/h 0 849 1643 1598
Approach Delay, s/veh 0.0 18.5 32.6 15.4
Approach LOS B C B
Timer 12345678
Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 12.0 23.0 17.5 35.0 17.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 8.0 19.0 16.0 31.0 16.0
Max Q Clear Time (g_c+I1), s 9.1 20.8 0.0 15.6 12.0
Green Ext Time (p_c), s 0.0 0.0 0.0 8.6 1.5
Intersection Summary
HCM 2010 Ctrl Delay 22.9
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background AM
8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 354 290 156 347 107 124 650 62 149 1260 246 Future Volume (veh/h) 154 354 290 156 347 107 124 650 62 149 1260 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 177 407 333 179 399 0 143 747 71 171 1448 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1301 577 207 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.12 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1570 1774 3539 1583 Grp Volume(v), veh/h 177 407 333 179 399 0 143 747 71 171 1448 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1570 1774 1770 1583 Q Serve(g_s), s 4.6 18.9 18.9 9.1 18.4 0.0 7.2 15.2 2.7 8.5 36.0 0.0 Cycle Q Clear(g_c), s 4.6 18.9 18.9 9.1 18.4 0.0 7.2 15.2 2.7 8.5 36.0 0.0 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 199 391 327 185 476 404 150 1301 577 207 1416 633 V/C Ratio(X) 0.89 1.04 1.02 0.97 0.84 0.00 0.95 0.57 0.12 0.82 1.02 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1301 577 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.1 35.5 35.5 40.1 31.6 0.0 41.0 22.8 18.8 38.8 27.0 0.0 Incr Delay (d2), s/veh 35.4 56.4 54.7 55.8 12.6 0.0 59.8 0.6 0.1 11.3 29.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.8 13.1 7.3 11.0 0.0 6.0 7.5 1.2 4.8 23.4 0.0 LnGrp Delay(d),s/veh 77.5 92.0 90.3 95.9 44.2 0.0 100.8 23.4 18.9 50.1 56.9 0.0 LnGrp LOS E F F F D F C B D F
Approach Vol, veh/h 917 578 961 1619
Approach Delay, s/veh 88.6 60.2 34.6 56.2
Approach LOS F E C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 37.6 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 10.5 17.2 11.1 20.9 9.2 38.0 6.6 20.4 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 58.9
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background AM
9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 496 156 108 378 3 169 0 191 7 2 0 Future Volume (veh/h) 0 496 156 108 378 3 169 0 191 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 605 190 132 461 4 206 0 233 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 752 236 166 1578 14 655 0 556 388 74 0
Arrive On Green 0.00 0.29 0.29 0.10 0.48 0.48 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2578 808 1630 3304 29 1467 0 1568 749 210 0 Grp Volume(v), veh/h 0 403 392 132 227 238 206 0 233 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1667 1630 1626 1707 1467 0 1568 959 0 0 Q Serve(g_s), s 0.0 11.6 11.7 4.2 4.5 4.5 0.0 0.0 6.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.6 11.7 4.2 4.5 4.5 4.9 0.0 6.0 4.9 0.0 0.0 Prop In Lane 1.00 0.48 1.00 0.02 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 502 487 166 776 815 655 0 556 462 0 0 V/C Ratio(X) 0.00 0.80 0.81 0.80 0.29 0.29 0.31 0.00 0.42 0.02 0.00 0.00 Avail Cap(c_a), veh/h 161 577 560 289 776 815 655 0 556 462 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.6 23.5 8.5 8.5 12.7 0.0 13.1 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 7.1 7.5 8.4 0.2 0.2 1.3 0.0 2.3 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.5 6.3 2.3 2.1 2.2 2.5 0.0 2.9 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 24.7 25.0 32.0 8.7 8.7 14.0 0.0 15.4 11.5 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 795 597 439 11
Approach Delay, s/veh 24.9 13.8 14.7 11.5
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.9 20.1 23.5 0.0 30.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 8.0 6.2 13.7 6.9 0.0 6.5
Green Ext Time (p_c), s 1.5 0.1 2.0 0.0 0.0 2.5
Intersection Summary
HCM 2010 Ctrl Delay 18.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background AM
10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 609 107 180 381 3 109 1 117 1 1 0 Future Volume (veh/h) 1 609 107 180 381 3 109 1 117 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 700 123 207 438 3 125 1 134 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 841 148 251 1475 10 577 4 488 296 267 0
Arrive On Green 0.00 0.29 0.29 0.15 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 2924 514 1660 3372 23 1393 13 1509 622 824 0 Grp Volume(v), veh/h 1 411 412 207 215 226 126 0 134 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1719 1660 1656 1739 1405 0 1509 1446 0 0 Q Serve(g_s), s 0.0 12.7 12.8 6.9 4.8 4.8 0.0 0.0 3.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 12.7 12.8 6.9 4.8 4.8 3.1 0.0 3.7 3.1 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 494 494 251 725 761 581 0 488 563 0 0 V/C Ratio(X) 0.33 0.83 0.83 0.82 0.30 0.30 0.22 0.00 0.27 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 544 544 295 725 761 581 0 488 563 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.4 19.0 19.0 23.4 10.3 10.3 14.1 0.0 14.3 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.6 9.8 9.9 15.0 0.2 0.2 0.9 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.4 7.4 4.2 2.2 2.3 1.6 0.0 1.7 0.0 0.0 0.0 LnGrp Delay(d),s/veh 82.0 28.8 28.9 38.4 10.6 10.6 14.9 0.0 15.7 13.0 0.0 0.0 LnGrp LOS F C C D B B B B B
Approach Vol, veh/h 824 648 260 2
Approach Delay, s/veh 28.9 19.4 15.3 13.0
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 13.1 20.8 22.9 4.6 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.7 8.9 14.8 5.1 2.0 6.8
Green Ext Time (p_c), s 0.9 0.1 1.6 0.0 0.0 2.4
Intersection Summary
HCM 2010 Ctrl Delay 23.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background AM
11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 551 712 32 142 608 260 44 284 77 191 395 637 Future Volume (veh/h) 551 712 32 142 608 260 44 284 77 191 395 637 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 568 734 33 146 627 0 45 293 79 197 407 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 635 1009 45 180 735 329 69 656 174 234 618 525 Arrive On Green 0.18 0.29 0.29 0.10 0.21 0.00 0.04 0.24 0.24 0.13 0.34 0.00 Sat Flow, veh/h 3442 3450 155 1740 3471 1553 1740 2716 720 1757 1845 1568 Grp Volume(v), veh/h 568 376 391 146 627 0 45 185 187 197 407 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1740 1736 1553 1740 1736 1700 1757 1845 1568 Q Serve(g_s), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.1 7.3 8.6 14.8 0.0 Cycle Q Clear(g_c), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.1 7.3 8.6 14.8 0.0 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 635 518 537 180 735 329 69 420 411 234 618 525 V/C Ratio(X) 0.89 0.73 0.73 0.81 0.85 0.00 0.65 0.44 0.45 0.84 0.66 0.00 Avail Cap(c_a), veh/h 635 518 537 210 795 356 111 420 411 235 618 525 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.3 25.0 25.0 34.5 29.8 0.0 37.2 25.3 25.4 33.3 22.3 0.0 Incr Delay (d2), s/veh 15.2 5.1 4.9 18.3 8.4 0.0 9.8 3.4 3.6 23.2 5.4 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 7.3 8.0 8.3 4.0 7.4 0.0 1.2 3.8 3.8 5.7 8.4 0.0 LnGrp Delay(d),s/veh 46.5 30.1 29.9 52.8 38.3 0.0 47.0 28.7 29.0 56.5 27.7 0.0 LnGrp LOS DCCDD DCCEC
Approach Vol, veh/h 1335 773 417 604
Approach Delay, s/veh 37.0 41.0 30.8 37.1
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 12.6 27.5 7.6 30.8 19.0 21.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 10.6 9.3 8.5 17.0 4.0 16.8 14.7 15.7 Green Ext Time (p_c), s 0.0 1.5 0.0 2.4 0.0 1.5 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 37.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background AM
12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 421 107 318 322 283 35 447 381 230 592 91 Future Volume (veh/h) 118 421 107 318 322 283 35 447 381 230 592 91 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 136 484 123 366 370 325 40 514 438 264 680 105 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 755 288 394 631 532 66 817 377 328 1522 469 Arrive On Green 0.10 0.21 0.21 0.22 0.34 0.34 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1352 1774 1863 1569 1774 3390 1566 3442 5085 1567 Grp Volume(v), veh/h 136 484 123 366 370 325 40 514 438 264 680 105 Grp Sat Flow(s),veh/h/ln 1774 1770 1352 1774 1863 1569 1774 1695 1566 1721 1695 1567 Q Serve(g_s), s 5.9 9.8 6.2 15.9 12.9 13.6 1.8 10.7 19.0 5.9 8.5 4.0 Cycle Q Clear(g_c), s 5.9 9.8 6.2 15.9 12.9 13.6 1.8 10.7 19.0 5.9 8.5 4.0 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 171 755 288 394 631 532 66 817 377 328 1522 469 V/C Ratio(X) 0.80 0.64 0.43 0.93 0.59 0.61 0.61 0.63 1.16 0.81 0.45 0.22 Avail Cap(c_a), veh/h 248 808 309 394 631 532 133 817 377 328 1522 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.8 28.3 26.8 30.0 21.5 21.7 37.4 26.8 29.9 34.9 22.3 20.7 Incr Delay (d2), s/veh 10.8 1.6 1.0 28.2 1.4 2.0 8.8 3.7 97.7 13.7 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.9 2.4 10.9 6.8 6.2 1.0 5.4 18.3 3.4 4.1 1.8 LnGrp Delay(d),s/veh 45.6 29.8 27.8 58.3 22.9 23.8 46.2 30.4 127.6 48.7 23.3 21.8 LnGrp LOS D C C E CCDCFDCC
Approach Vol, veh/h 743 1061 992 1049
Approach Delay, s/veh 32.4 35.4 74.0 29.5
Approach LOS C D E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 23.5 22.0 21.3 7.4 28.1 12.1 31.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.9 21.0 17.9 11.8 3.8 10.5 7.9 15.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 3.6 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 43.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background AM
13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 193 428 105 145 602 97 78 537 123 211 810 174 Future Volume (veh/h) 193 428 105 145 602 97 78 537 123 211 810 174 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 217 481 118 163 676 109 88 603 138 237 910 196 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 774 189 202 768 124 200 958 424 272 1231 264 Arrive On Green 0.14 0.27 0.27 0.11 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 2817 687 1774 3050 491 3408 3505 1551 3442 4192 899 Grp Volume(v), veh/h 217 301 298 163 392 393 88 603 138 237 735 371 Grp Sat Flow(s),veh/h/ln 1774 1770 1734 1774 1770 1771 1704 1752 1551 1721 1695 1701 Q Serve(g_s), s 8.4 10.3 10.5 6.2 14.8 14.8 1.7 10.5 4.9 4.7 13.6 13.7 Cycle Q Clear(g_c), s 8.4 10.3 10.5 6.2 14.8 14.8 1.7 10.5 4.9 4.7 13.6 13.7 Prop In Lane 1.00 0.40 1.00 0.28 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 242 486 477 202 446 446 200 958 424 272 996 500 V/C Ratio(X) 0.89 0.62 0.63 0.81 0.88 0.88 0.44 0.63 0.33 0.87 0.74 0.74 Avail Cap(c_a), veh/h 242 486 477 227 458 459 245 958 424 272 996 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.5 22.0 22.1 30.1 25.0 25.0 31.6 22.2 20.1 31.7 22.1 22.2 Incr Delay (d2), s/veh 31.6 2.4 2.6 17.4 17.3 17.5 1.5 3.1 2.0 24.8 4.9 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 5.3 5.3 4.0 9.3 9.4 0.9 5.4 2.3 3.2 7.0 7.7 LnGrp Delay(d),s/veh 61.2 24.4 24.6 47.4 42.3 42.5 33.1 25.3 22.2 56.4 27.0 31.8 LnGrp LOS E CCDDDCCCECC
Approach Vol, veh/h 816 948 829 1343
Approach Delay, s/veh 34.3 43.2 25.6 33.5
Approach LOS CDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 12.4 23.6 8.6 24.9 14.0 22.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.7 12.5 8.2 12.5 3.7 15.7 10.4 16.8 Green Ext Time (p_c), s 0.0 2.4 0.0 1.9 0.0 2.4 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 34.4
HCM 2010 LOS C
HCM Signalized Intersection Capacity Analysis Background PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 486 1477 966 33 41 340
Future Volume (vph) 486 1477 966 33 41 340
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3469 1770 1583
Flt Permitted 0.15 1.00 1.00 0.95 1.00
Satd. Flow (perm) 272 3504 3469 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 491 1492 976 33 41 343
RTOR Reduction (vph) 0 0 0 0 0 259
Lane Group Flow (vph) 491 1492 1009 0 41 84
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.3 60.3 39.3 20.8 20.8
Effective Green, g (s) 61.0 61.4 40.4 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.45 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 466 2393 1558 423 385
v/s Ratio Prot c0.20 0.43 0.29 0.02
v/s Ratio Perm c0.51 c0.05
v/c Ratio 1.05 0.62 0.65 0.10 0.22
Uniform Delay, d1 22.5 7.9 19.2 26.6 27.2
Progression Factor 1.13 0.55 1.00 1.00 1.00
Incremental Delay, d2 48.2 0.4 1.0 0.1 0.2
Delay (s) 73.7 4.7 20.3 26.7 27.4
Level of Service E A C C C
Approach Delay (s) 21.8 20.3 27.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 89.9 Sum of lost time (s) 11.6 Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1571 0 0 1054 252 460 3 393 0 0 0 Future Volume (vph) 0 1571 0 0 1054 252 460 3 393 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3366 1656 1661 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3366 1656 1661 1560
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 1671 0 0 1121 268 489 3 418 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1671 0 0 1389 0 244 248 361 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.3 39.3 20.8 20.8 20.8
Effective Green, g (s) 61.4 40.4 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.45 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2380 1512 396 397 373
v/s Ratio Prot c0.48 c0.41 0.15 0.15
v/s Ratio Perm c0.23
v/c Ratio 0.70 0.92 0.62 0.62 0.97
Uniform Delay, d1 8.7 23.2 30.5 30.6 33.9
Progression Factor 1.00 0.44 1.00 1.00 1.00
Incremental Delay, d2 1.0 7.9 2.8 3.1 37.7
Delay (s) 9.7 18.2 33.4 33.6 71.5
Level of Service A B C C E
Approach Delay (s) 9.7 18.2 51.0 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 89.9 Sum of lost time (s) 12.3 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background PM
3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1572 1363 0 427 396
Future Volume (veh/h) 0 1572 1363 0 427 396
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1638 1420 0 445 412
Adj No. of Lanes 022021
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022022
Cap, veh/h 0 1883 1883 0 1073 494
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1638 1420 0 445 412
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 21.9 17.0 0.0 5.5 13.2
Cycle Q Clear(g_c), s 0.0 21.9 17.0 0.0 5.5 13.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1883 1883 0 1073 494
V/C Ratio(X) 0.00 0.87 0.75 0.00 0.41 0.83
Avail Cap(c_a), veh/h 0 2201 2201 0 1162 535
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.7 9.6 0.0 14.4 17.0
Incr Delay (d2), s/veh 0.0 3.2 1.0 0.0 0.2 10.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.1 8.2 0.0 2.6 7.0
LnGrp Delay(d),s/veh 0.0 13.9 10.6 0.0 14.6 27.0
LnGrp LOS B B B C
Approach Vol, veh/h 1638 1420 857
Approach Delay, s/veh 13.9 10.6 20.6
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.1 20.6 33.1
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 23.9 15.2 19.0
Green Ext Time (p_c), s 4.1 0.8 4.3
Intersection Summary
HCM 2010 Ctrl Delay 14.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background PM
4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 360 8 796 383 580 13 547 1150 582 540 34 Future Volume (veh/h) 31 360 8 796 383 580 13 547 1150 582 540 34 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 32 375 8 829 399 0 14 570 1198 606 562 35 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 56 538 11 745 1204 802 33 879 1301 578 1346 84 Arrive On Green 0.03 0.16 0.17 0.22 0.35 0.00 0.02 0.25 0.25 0.17 0.40 0.41 Sat Flow, veh/h 1690 3375 72 3374 3470 1552 1756 3504 2759 3407 3350 208 Grp Volume(v), veh/h 32 187 196 829 399 0 14 570 1198 606 293 304 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1687 1735 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.0 20.0 14.2 14.2 Cycle Q Clear(g_c), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.0 20.0 14.2 14.2 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 56 269 281 745 1204 802 33 879 1301 578 704 726 V/C Ratio(X) 0.57 0.70 0.70 1.11 0.33 0.00 0.43 0.65 0.92 1.05 0.42 0.42 Avail Cap(c_a), veh/h 100 665 695 745 1929 1126 89 1011 1405 578 714 736 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 46.8 46.8 45.9 28.4 0.0 57.2 39.5 9.5 48.9 25.3 25.3 Incr Delay (d2), s/veh 3.4 6.8 6.5 68.7 0.3 0.0 3.2 1.2 9.7 50.5 0.4 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 1.1 6.3 6.6 19.1 4.8 0.0 0.5 8.5 9.2 13.4 6.9 7.2 LnGrp Delay(d),s/veh 59.6 53.6 53.4 114.6 28.7 0.0 60.4 40.7 19.2 99.5 25.7 25.7 LnGrp LOS E D D F C E D B F C C
Approach Vol, veh/h 415 1228 1782 1203
Approach Delay, s/veh 53.9 86.7 26.4 62.9
Approach LOS D F C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 24.3 8.2 53.3 9.4 46.9 26.0 35.5 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 28.0 14.4 2.9 16.2 4.2 12.0 22.0 22.0 Green Ext Time (p_c), s 0.0 3.5 0.0 2.4 0.0 4.4 0.0 7.4 Intersection Summary
HCM 2010 Ctrl Delay 54.4
HCM 2010 LOS D
HCM 2010 TWSC Background PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 9.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Future Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 269 99 137 203 82 116 57 48 60 34 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 286 0 0 374 0 0 833 849 275 863 866 213 Stage 1 - - - - - - 289 289 - 478 478 -
Stage 2 - - - - - - 544 560 - 385 388 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1237 - - 1158 - - 286 296 759 275 291 827 Stage 1 - - - - - - 714 669 - 568 556 -
Stage 2 - - - - - - 520 507 - 638 609 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1236 - - 1152 - - 230 258 755 194 253 820 Mov Cap-2 Maneuver - - - - - - 230 258 - 194 253 -
Stage 1 - - - - - - 706 662 - 565 489 -
Stage 2 - - - - - - 423 446 - 543 602 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.8 27.5 34.5

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 230 370 1236 - - 1152 - - 212 820
HCM Lane V/C Ratio 0.503 0.284 0.006 - - 0.119 - - 0.442 0.001 HCM Control Delay (s) 35.5 18.6 7.9 - - 8.5 - - 34.8 9.4 HCM Lane LOS E C A - - A - - D A
HCM 95th %tile Q(veh) 2.6 1.2 0 - - 0.4 - - 2.1 0
HCM 2010 Signalized Intersection Summary Background PM
6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 32 232 117 12 191 223 1419 18 231 1025 44 Future Volume (veh/h) 99 32 232 117 12 191 223 1419 18 231 1025 44 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 66 80 234 118 12 193 225 1433 18 233 1035 44 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 308 323 272 251 26 244 238 1493 19 238 1021 453 Arrive On Green 0.18 0.18 0.18 0.17 0.16 0.16 0.13 0.29 0.29 0.13 0.29 0.29 Sat Flow, veh/h 1757 1845 1555 1617 164 1571 1774 5176 65 1774 3539 1572 Grp Volume(v), veh/h 66 80 234 130 0 193 225 939 512 233 1035 44 Grp Sat Flow(s),veh/h/ln 1757 1845 1555 1782 0 1571 1774 1695 1851 1774 1770 1572 Q Serve(g_s), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.5 26.5 12.7 28.0 2.0 Cycle Q Clear(g_c), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.5 26.5 12.7 28.0 2.0 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 308 323 272 277 0 244 238 978 534 238 1021 453 V/C Ratio(X) 0.21 0.25 0.86 0.47 0.00 0.79 0.95 0.96 0.96 0.98 1.01 0.10 Avail Cap(c_a), veh/h 362 380 320 459 0 405 238 978 534 238 1021 453 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 34.5 38.9 36.7 0.0 39.5 41.7 34.0 34.0 41.9 34.5 25.3 Incr Delay (d2), s/veh 0.3 0.4 18.1 1.2 0.0 5.7 43.8 19.8 29.0 52.8 31.7 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 1.6 1.9 7.5 3.2 0.0 5.4 8.9 15.1 17.8 9.7 18.1 0.9 LnGrp Delay(d),s/veh 34.7 34.9 57.0 37.9 0.0 45.2 85.6 53.8 63.0 94.8 66.3 25.4 LnGrp LOS C C E D D F D E F F C
Approach Vol, veh/h 380 323 1676 1312
Approach Delay, s/veh 48.5 42.3 60.9 70.0
Approach LOS D D E E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 19.0 34.0 21.1 19.0 34.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 16.2 14.2 30.0 13.5 14.7 28.5 Green Ext Time (p_c), s 0.6 0.0 0.0 1.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 61.2
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background PM
7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 471 0 248 0 1410 746 158 1113 0 Future Volume (veh/h) 0 0 0 471 0 248 0 1410 746 158 1113 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1900 0 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 0 0 0 518 0 273 0 1549 820 174 1223 0 Adj No. of Lanes 010210021120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222022222
Cap, veh/h 0 422 0 1032 0 358 0 1618 724 187 2240 0
Arrive On Green 0.00 0.00 0.00 0.23 0.00 0.23 0.00 0.46 0.46 0.11 0.63 0.00 Sat Flow, veh/h 0 1863 0 3442 0 1583 0 3632 1583 1774 3632 0 Grp Volume(v), veh/h 0 0 0 518 0 273 0 1549 820 174 1223 0 Grp Sat Flow(s),veh/h/ln 0 1863 0 1721 0 1583 0 1770 1583 1774 1770 0 Q Serve(g_s), s 0.0 0.0 0.0 7.8 0.0 9.2 0.0 24.0 26.0 5.5 11.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 7.8 0.0 9.2 0.0 24.0 26.0 5.5 11.0 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 0 422 0 1032 0 358 0 1618 724 187 2240 0 V/C Ratio(X) 0.00 0.00 0.00 0.50 0.00 0.76 0.00 0.96 1.13 0.93 0.55 0.00 Avail Cap(c_a), veh/h 0 524 0 1222 0 445 0 1618 724 187 2240 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 20.0 0.0 20.6 0.0 14.9 15.4 25.2 5.9 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 6.0 0.0 14.3 76.3 46.1 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 3.7 0.0 4.5 0.0 14.8 26.4 5.1 5.6 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 20.4 0.0 26.6 0.0 29.2 91.8 71.3 6.8 0.0 LnGrp LOS C C C F E A
Approach Vol, veh/h 0 791 2369 1397
Approach Delay, s/veh 0.0 22.5 50.9 14.8
Approach LOS C D B
Timer 12345678
Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 10.0 30.0 16.9 40.0 16.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 6.0 26.0 16.0 36.0 16.0
Max Q Clear Time (g_c+I1), s 7.5 28.0 0.0 13.0 11.2
Green Ext Time (p_c), s 0.0 0.0 0.0 9.5 1.7
Intersection Summary
HCM 2010 Ctrl Delay 34.9
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background PM
8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 374 139 143 314 260 183 1353 144 195 870 173 Future Volume (veh/h) 250 374 139 143 314 260 183 1353 144 195 870 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 260 390 145 149 327 0 191 1409 150 203 906 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 275 383 318 156 397 338 225 1380 605 207 1344 601 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.13 0.39 0.39 0.12 0.38 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 260 390 145 149 327 0 191 1409 150 203 906 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.8 18.5 7.4 7.5 15.1 0.0 9.5 35.1 5.9 10.3 19.2 0.0 Cycle Q Clear(g_c), s 6.8 18.5 7.4 7.5 15.1 0.0 9.5 35.1 5.9 10.3 19.2 0.0 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 275 383 318 156 397 338 225 1380 605 207 1344 601 V/C Ratio(X) 0.94 1.02 0.46 0.96 0.82 0.00 0.85 1.02 0.25 0.98 0.67 0.00 Avail Cap(c_a), veh/h 275 383 318 156 397 338 240 1380 605 207 1344 601 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.2 35.8 31.3 40.9 33.8 0.0 38.4 27.4 18.5 39.6 23.3 0.0 Incr Delay (d2), s/veh 39.4 50.8 1.0 59.1 13.1 0.0 22.7 29.6 0.2 56.9 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 14.9 3.3 6.2 9.2 0.0 6.0 22.7 2.5 8.3 9.6 0.0 LnGrp Delay(d),s/veh 80.6 86.6 32.4 100.0 46.8 0.0 61.2 57.0 18.7 96.5 24.6 0.0 LnGrp LOS F F C F D E F B F C
Approach Vol, veh/h 795 476 1750 1109
Approach Delay, s/veh 74.7 63.5 54.2 37.8
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.6 12.4 23.0 15.9 38.7 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 12.3 37.1 9.5 20.5 11.5 21.2 8.8 17.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 54.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background PM
9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 894 160 98 413 4 94 2 180 5 0 1 Future Volume (veh/h) 0 894 160 98 413 4 94 2 180 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 912 163 100 421 4 96 2 184 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1017 182 125 1727 16 583 11 509 419 11 63
Arrive On Green 0.00 0.36 0.36 0.07 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 2861 511 1675 3393 32 1374 33 1524 911 32 188 Grp Volume(v), veh/h 0 538 537 100 207 218 98 0 184 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1685 1675 1671 1754 1406 0 1524 1131 0 0 Q Serve(g_s), s 0.0 17.3 17.3 3.4 4.0 4.0 0.0 0.0 5.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.3 17.3 3.4 4.0 4.0 2.3 0.0 5.2 2.3 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.02 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 600 599 125 851 893 594 0 509 493 0 0 V/C Ratio(X) 0.00 0.90 0.90 0.80 0.24 0.24 0.17 0.00 0.36 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 616 616 190 851 893 594 0 509 493 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.4 17.5 26.0 7.9 7.9 13.5 0.0 14.4 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 15.6 15.7 12.7 0.1 0.1 0.6 0.0 2.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.5 10.5 2.0 1.9 2.0 1.2 0.0 2.5 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 33.0 33.1 38.7 8.0 8.0 14.1 0.0 16.4 12.8 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 1075 525 282 6
Approach Delay, s/veh 33.1 13.9 15.6 12.8
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.8 24.8 23.6 0.0 33.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 7.2 5.4 19.3 4.3 0.0 6.0
Green Ext Time (p_c), s 0.9 0.0 1.1 0.0 0.0 2.3
Intersection Summary
HCM 2010 Ctrl Delay 25.1
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background PM
10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 787 297 399 427 0 88 0 74 0 3 0 Future Volume (veh/h) 1 787 297 399 427 0 88 0 74 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 828 313 420 449 0 93 0 78 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 802 302 446 2035 0 404 0 355 0 454 0
Arrive On Green 0.00 0.33 0.33 0.26 0.59 0.00 0.24 0.00 0.24 0.00 0.24 0.00 Sat Flow, veh/h 1707 2420 913 1740 3563 0 1287 0 1455 0 1863 0 Grp Volume(v), veh/h 1 582 559 420 449 0 93 0 78 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1630 1740 1736 0 1287 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 18.9 4.9 0.0 4.7 0.0 3.4 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 18.9 4.9 0.0 4.8 0.0 3.4 0.0 0.1 0.0 Prop In Lane 1.00 0.56 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 564 540 446 2035 0 404 0 355 0 454 0 V/C Ratio(X) 0.43 1.03 1.04 0.94 0.22 0.00 0.23 0.00 0.22 0.00 0.01 0.00 Avail Cap(c_a), veh/h 107 564 540 446 2035 0 404 0 355 0 454 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.9 26.7 26.8 29.2 7.9 0.0 24.7 0.0 24.2 0.0 22.9 0.0 Incr Delay (d2), s/veh 91.1 46.4 48.1 28.5 0.1 0.0 1.3 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 19.7 19.1 12.6 2.3 0.0 1.8 0.0 1.5 0.0 0.1 0.0 LnGrp Delay(d),s/veh 131.1 73.2 74.8 57.7 7.9 0.0 26.1 0.0 25.6 0.0 22.9 0.0 LnGrp LOS F F F E A C C C
Approach Vol, veh/h 1142 869 171 3
Approach Delay, s/veh 74.0 32.0 25.8 22.9
Approach LOS E C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 25.0 31.0 24.0 4.6 51.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.8 20.9 28.5 2.1 2.0 6.9
Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 53.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background PM
11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 514 691 12 86 745 290 37 312 165 244 283 557 Future Volume (veh/h) 514 691 12 86 745 290 37 312 165 244 283 557 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 535 720 12 90 776 0 39 325 172 254 295 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 1148 19 115 810 363 64 545 282 253 648 551 Arrive On Green 0.16 0.32 0.32 0.07 0.23 0.00 0.04 0.24 0.24 0.14 0.35 0.00 Sat Flow, veh/h 3442 3562 59 1757 3505 1568 1757 2235 1158 1757 1845 1568 Grp Volume(v), veh/h 535 358 374 90 776 0 39 253 244 254 295 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1852 1757 1752 1568 1757 1752 1640 1757 1845 1568 Q Serve(g_s), s 12.4 13.7 13.7 4.0 17.5 0.0 1.8 10.2 10.6 11.5 9.9 0.0 Cycle Q Clear(g_c), s 12.4 13.7 13.7 4.0 17.5 0.0 1.8 10.2 10.6 11.5 9.9 0.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 538 570 597 115 810 363 64 427 400 253 648 551 V/C Ratio(X) 0.99 0.63 0.63 0.78 0.96 0.00 0.61 0.59 0.61 1.01 0.46 0.00 Avail Cap(c_a), veh/h 538 570 597 143 810 363 112 427 400 253 648 551 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.7 23.0 23.0 36.8 30.4 0.0 38.0 26.7 26.9 34.3 20.0 0.0 Incr Delay (d2), s/veh 37.4 2.2 2.1 19.9 21.8 0.0 9.2 6.0 6.8 58.1 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 7.0 7.3 2.6 10.9 0.0 1.0 5.6 5.5 9.6 5.4 0.0 LnGrp Delay(d),s/veh 71.1 25.2 25.1 56.7 52.2 0.0 47.2 32.7 33.6 92.4 22.3 0.0 LnGrp LOS E C C E D D C C F C
Approach Vol, veh/h 1267 866 536 549
Approach Delay, s/veh 44.6 52.6 34.2 54.7
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 9.7 30.3 7.4 32.6 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 12.6 6.0 15.7 3.8 11.9 14.4 19.5 Green Ext Time (p_c), s 0.0 1.7 0.0 3.0 0.0 1.4 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 46.7
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background PM
12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 237 66 237 237 257 118 1024 259 199 1181 239 Future Volume (veh/h) 213 237 66 237 237 257 118 1024 259 199 1181 239 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 222 247 69 247 247 268 123 1067 270 207 1230 249 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 265 723 315 290 406 341 156 1203 304 269 1469 448 Arrive On Green 0.15 0.20 0.20 0.16 0.22 0.22 0.09 0.30 0.30 0.08 0.29 0.29 Sat Flow, veh/h 1774 3539 1544 1774 1863 1562 1774 4030 1019 3442 5085 1550 Grp Volume(v), veh/h 222 247 69 247 247 268 123 897 440 207 1230 249 Grp Sat Flow(s),veh/h/ln 1774 1770 1544 1774 1863 1562 1774 1695 1660 1721 1695 1550 Q Serve(g_s), s 8.6 4.2 2.6 9.5 8.4 11.4 4.8 17.8 17.8 4.2 16.0 9.6 Cycle Q Clear(g_c), s 8.6 4.2 2.6 9.5 8.4 11.4 4.8 17.8 17.8 4.2 16.0 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 265 723 315 290 406 341 156 1012 495 269 1469 448 V/C Ratio(X) 0.84 0.34 0.22 0.85 0.61 0.79 0.79 0.89 0.89 0.77 0.84 0.56 Avail Cap(c_a), veh/h 303 905 395 315 490 411 164 1012 495 269 1469 448 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 24.0 23.3 28.6 24.8 26.0 31.5 23.6 23.6 31.8 23.5 21.2 Incr Delay (d2), s/veh 16.6 0.3 0.3 18.4 1.5 8.2 21.7 11.4 20.5 12.7 5.8 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 2.1 1.1 6.2 4.5 5.7 3.3 9.8 10.9 2.4 8.2 4.7 LnGrp Delay(d),s/veh 45.7 24.2 23.7 47.0 26.3 34.1 53.1 35.0 44.0 44.5 29.3 26.1 LnGrp LOS DCCDCCDCDDCC
Approach Vol, veh/h 538 762 1460 1686
Approach Delay, s/veh 33.0 35.8 39.2 30.7
Approach LOS CDDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 16.0 18.9 10.7 24.8 15.0 19.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.2 19.8 11.5 6.2 6.8 18.0 10.6 13.4 Green Ext Time (p_c), s 0.0 0.9 0.1 1.3 0.0 1.6 0.1 1.1 Intersection Summary
HCM 2010 Ctrl Delay 34.7
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background PM
13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 672 89 176 543 185 152 968 202 327 919 222 Future Volume (veh/h) 238 672 89 176 543 185 152 968 202 327 919 222 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 243 686 91 180 554 189 155 988 206 334 938 227 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 255 815 108 193 583 198 230 1062 463 366 1382 333 Arrive On Green 0.14 0.26 0.26 0.11 0.22 0.22 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3136 416 1774 2590 880 3442 3539 1544 3442 4070 981 Grp Volume(v), veh/h 243 387 390 180 378 365 155 988 206 334 781 384 Grp Sat Flow(s),veh/h/ln 1774 1770 1782 1774 1770 1700 1721 1770 1544 1721 1695 1661 Q Serve(g_s), s 10.9 16.6 16.6 8.1 16.8 16.9 3.5 21.7 8.6 7.7 15.8 15.9 Cycle Q Clear(g_c), s 10.9 16.6 16.6 8.1 16.8 16.9 3.5 21.7 8.6 7.7 15.8 15.9 Prop In Lane 1.00 0.23 1.00 0.52 1.00 1.00 1.00 0.59
Lane Grp Cap(c), veh/h 255 460 463 193 398 383 230 1062 463 366 1151 564 V/C Ratio(X) 0.95 0.84 0.84 0.93 0.95 0.95 0.67 0.93 0.44 0.91 0.68 0.68 Avail Cap(c_a), veh/h 255 460 463 193 398 383 237 1062 463 366 1151 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 28.0 28.0 35.4 30.6 30.6 36.5 27.2 22.6 35.4 22.7 22.7 Incr Delay (d2), s/veh 43.4 13.1 13.2 46.0 32.3 34.2 7.1 15.3 3.1 26.6 3.2 6.5 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 8.4 9.7 9.8 6.4 11.8 11.5 1.9 12.8 4.1 5.0 7.9 8.3 LnGrp Delay(d),s/veh 77.4 41.1 41.2 81.4 62.8 64.8 43.6 42.4 25.7 62.0 25.9 29.2 LnGrp LOS E D D F E E D D C E C C
Approach Vol, veh/h 1020 923 1349 1499
Approach Delay, s/veh 49.8 67.2 40.0 34.8
Approach LOS D E D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 9.8 31.7 16.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 9.7 23.7 10.1 18.6 5.5 17.9 12.9 18.9 Green Ext Time (p_c), s 0.0 0.2 0.0 1.1 0.0 5.1 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 45.7
HCM 2010 LOS D
Appendix K
Level of Service
Calculations
Background Plus Project
Ag Housing
Conditions

HCM Signalized Intersection Capacity Analysis Background Plus Project Ag AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 231 884 1109 19 23 475
Future Volume (vph) 231 884 1109 19 23 475
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 225 3504 3477 1770 1583
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 254 971 1219 21 25 522
RTOR Reduction (vph) 0 0 0 0 0 158
Lane Group Flow (vph) 254 971 1240 0 25 364
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.6 20.6
Effective Green, g (s) 61.1 61.5 48.5 21.3 21.7
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 307 2399 1877 419 382
v/s Ratio Prot c0.08 0.28 0.36 0.01
v/s Ratio Perm c0.48 c0.23
v/c Ratio 0.83 0.40 0.66 0.06 0.95
Uniform Delay, d1 15.5 6.2 14.8 26.5 33.5
Progression Factor 1.74 0.38 1.00 1.00 1.00
Incremental Delay, d2 15.3 0.1 1.0 0.0 33.5
Delay (s) 42.2 2.5 15.7 26.5 67.1
Level of Service D A B C E
Approach Delay (s) 10.7 15.7 65.2
Approach LOS B B E
Intersection Summary
HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 11.6 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background Plus Project Ag AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 954 0 0 1312 272 311 1 162 0 0 0 Future Volume (vph) 0 954 0 0 1312 272 311 1 162 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3396 1624 1629 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3396 1624 1629 1530
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 1048 0 0 1442 299 342 1 178 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 111 0 0 0
Lane Group Flow (vph) 0 1048 0 0 1741 0 171 172 67 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.6 20.6 20.6
Effective Green, g (s) 61.5 48.5 21.3 21.3 21.3
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2364 1834 385 386 362
v/s Ratio Prot c0.30 c0.51 0.11 c0.11
v/s Ratio Perm 0.04
v/c Ratio 0.44 0.95 0.44 0.45 0.19
Uniform Delay, d1 6.4 19.5 29.2 29.2 27.3
Progression Factor 1.00 0.68 1.00 1.00 1.00
Incremental Delay, d2 0.2 8.0 0.8 0.8 0.3
Delay (s) 6.6 21.3 30.0 30.0 27.6
Level of Service A C C C C
Approach Delay (s) 6.6 21.3 29.2 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 12.3 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1041 1342 0 231 397
Future Volume (veh/h) 0 1041 1342 0 231 397
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1144 1475 0 254 436
Adj No. of Lanes 022021
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 042044
Cap, veh/h 0 1712 1745 0 1150 529
Arrive On Green 0.00 0.50 0.50 0.00 0.35 0.35
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1144 1475 0 254 436
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 12.6 18.4 0.0 2.7 13.1
Cycle Q Clear(g_c), s 0.0 12.6 18.4 0.0 2.7 13.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1712 1745 0 1150 529
V/C Ratio(X) 0.00 0.67 0.85 0.00 0.22 0.82
Avail Cap(c_a), veh/h 0 2104 2145 0 1417 652
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 9.4 10.9 0.0 11.6 15.0
Incr Delay (d2), s/veh 0.0 0.3 2.3 0.0 0.1 6.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.0 9.2 0.0 1.2 6.4
LnGrp Delay(d),s/veh 0.0 9.7 13.2 0.0 11.7 21.5
LnGrp LOS A B B C
Approach Vol, veh/h 1144 1475 690
Approach Delay, s/veh 9.7 13.2 17.9
Approach LOS A B B
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.2 21.0 29.2
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 14.6 15.1 20.4
Green Ext Time (p_c), s 3.4 1.3 3.7
Intersection Summary
HCM 2010 Ctrl Delay 13.0
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 312 10 931 485 323 25 308 890 196 310 32 Future Volume (veh/h) 32 312 10 931 485 323 25 308 890 196 310 32 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 34 335 11 1001 522 0 27 331 957 211 333 34 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 61 488 16 1162 1585 838 55 654 1453 277 755 77 Arrive On Green 0.04 0.15 0.16 0.34 0.46 0.00 0.03 0.19 0.19 0.08 0.24 0.25 Sat Flow, veh/h 1659 3270 107 3374 3470 1552 1739 3470 2718 3342 3151 320 Grp Volume(v), veh/h 34 169 177 1001 522 0 27 331 957 211 181 186 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1687 1735 1552 1739 1735 1359 1671 1718 1752 Q Serve(g_s), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Cycle Q Clear(g_c), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 61 247 257 1162 1585 838 55 654 1453 277 412 420 V/C Ratio(X) 0.56 0.68 0.69 0.86 0.33 0.00 0.49 0.51 0.66 0.76 0.44 0.44 Avail Cap(c_a), veh/h 121 757 788 1249 2618 1300 104 1208 1887 301 650 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 40.3 40.3 30.5 17.3 0.0 47.6 36.4 4.8 44.9 32.3 32.3 Incr Delay (d2), s/veh 3.0 7.0 6.8 6.8 0.3 0.0 2.5 0.6 0.5 12.6 0.7 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 4.9 5.1 13.9 4.6 0.0 0.8 4.1 4.1 3.3 4.3 4.4 LnGrp Delay(d),s/veh 50.3 47.3 47.1 37.4 17.6 0.0 50.1 37.0 5.3 57.5 33.0 33.0 LnGrp LOS DDDDB DDAECC
Approach Vol, veh/h 380 1523 1315 578
Approach Delay, s/veh 47.5 30.6 14.2 42.0
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.4 20.4 9.2 29.9 9.2 51.7 14.3 24.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 29.6 11.7 3.5 11.0 4.0 11.6 8.2 10.6 Green Ext Time (p_c), s 4.8 3.2 0.0 1.4 0.0 6.1 0.1 7.6 Intersection Summary
HCM 2010 Ctrl Delay 28.3
HCM 2010 LOS C
HCM 2010 TWSC Background Plus Project Ag AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 38.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Future Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 298 209 215 319 50 142 28 22 77 50 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 369 0 0 507 0 0 1097 1097 298 1177 1256 319 Stage 1 - - - - - - 298 298 - 749 749 -
Stage 2 - - - - - - 799 799 - 428 507 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1142 - - 1048 - - 189 211 737 168 171 722 Stage 1 - - - - - - 706 663 - 404 419 -
Stage 2 - - - - - - 376 395 - 605 539 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1142 - - 1048 - - ~ 115 168 737 120 136 722 Mov Cap-2 Maneuver - - - - - - ~ 115 168 - 120 136 -
Stage 1 - - - - - - 706 663 - 404 333 -
Stage 2 - - - - - - 254 314 - 562 539 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 176.5 148.6

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 115 255 1142 - - 1048 - - 126 -
HCM Lane V/C Ratio 1.234 0.196 - - - 0.205 - - 1.006 -
HCM Control Delay (s) 230.8 22.5 0 - - 9.3 - - 148.6 0
HCM Lane LOS F C A - - A - - F A
HCM 95th %tile Q(veh) 9.2 0.7 0 - - 0.8 - - 6.9 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1049 21 Future Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1049 21 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 36 38 367 71 11 108 194 1168 14 142 1128 23 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 381 400 339 149 23 152 187 1676 20 174 1128 503 Arrive On Green 0.22 0.22 0.22 0.11 0.10 0.10 0.11 0.33 0.33 0.10 0.32 0.32 Sat Flow, veh/h 1707 1792 1522 1531 237 1563 1757 5130 61 1774 3539 1577 Grp Volume(v), veh/h 36 38 367 82 0 108 194 764 418 142 1128 23 Grp Sat Flow(s),veh/h/ln 1707 1792 1522 1768 0 1563 1757 1679 1834 1774 1770 1577 Q Serve(g_s), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Cycle Q Clear(g_c), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 381 400 339 172 0 152 187 1097 599 174 1128 503 V/C Ratio(X) 0.09 0.10 1.08 0.48 0.00 0.71 1.04 0.70 0.70 0.82 1.00 0.05 Avail Cap(c_a), veh/h 381 400 339 469 0 415 187 1097 599 207 1128 503 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 29.0 36.6 39.6 0.0 41.2 42.1 27.6 27.6 41.6 32.1 22.2 Incr Delay (d2), s/veh 0.1 0.1 72.4 2.0 0.0 6.0 76.7 1.9 3.5 19.0 26.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 15.6 2.1 0.0 3.0 8.8 8.9 10.0 4.5 18.8 0.4 LnGrp Delay(d),s/veh 29.1 29.1 109.0 41.6 0.0 47.2 118.9 29.6 31.2 60.7 59.0 22.2 LnGrp LOS C C F D D F C C E F C
Approach Vol, veh/h 441 190 1376 1293
Approach Delay, s/veh 95.6 44.8 42.7 58.5
Approach LOS F D D E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 16.0 36.0 15.2 15.2 36.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 23.0 12.0 32.0 8.3 9.4 20.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 3.6
Intersection Summary
HCM 2010 Ctrl Delay 56.1
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 2 655 1 143 4 1010 535 227 1276 1 Future Volume (veh/h) 0 0 2 655 1 143 4 1010 535 227 1276 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 0 0 2 697 1 152 4 1074 569 241 1357 1 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 3 0 85 770 620 527 8 1350 604 198 1761 1
Arrive On Green 0.00 0.00 0.05 0.23 0.34 0.34 0.00 0.38 0.38 0.11 0.49 0.49 Sat Flow, veh/h 1774 0 1583 3408 1845 1568 1774 3539 1583 1757 3594 3 Grp Volume(v), veh/h 0 0 2 697 1 152 4 1074 569 241 662 696 Grp Sat Flow(s),veh/h/ln 1774 0 1583 1704 1845 1568 1774 1770 1583 1757 1752 1844 Q Serve(g_s), s 0.0 0.0 0.1 14.1 0.0 5.0 0.2 19.1 24.6 8.0 21.9 21.9 Cycle Q Clear(g_c), s 0.0 0.0 0.1 14.1 0.0 5.0 0.2 19.1 24.6 8.0 21.9 21.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 3 0 85 770 620 527 8 1350 604 198 859 904 V/C Ratio(X) 0.00 0.00 0.02 0.91 0.00 0.29 0.53 0.80 0.94 1.21 0.77 0.77 Avail Cap(c_a), veh/h 100 0 89 770 620 527 100 1350 604 198 859 904 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 31.7 26.7 15.6 17.3 35.2 19.5 21.2 31.4 14.8 14.8 Incr Delay (d2), s/veh 0.0 0.0 0.1 14.2 0.0 0.3 46.9 4.9 24.9 133.5 6.6 6.3 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 0.0 0.0 0.0 8.1 0.0 2.2 0.2 10.2 14.9 11.2 12.1 12.6 LnGrp Delay(d),s/veh 0.0 0.0 31.8 40.9 15.6 17.6 82.1 24.4 46.1 164.9 21.4 21.1 LnGrp LOS C D B B F C D F C C
Approach Vol, veh/h 2 850 1647 1599
Approach Delay, s/veh 31.8 36.7 32.0 42.9
Approach LOS CDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 31.0 20.0 7.8 4.3 38.7 0.0 27.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 27.0 16.0 4.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 10.0 26.6 16.1 2.1 2.2 23.9 0.0 7.0 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 4.6 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 37.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 354 290 156 348 107 124 650 62 149 1260 246 Future Volume (veh/h) 154 354 290 156 348 107 124 650 62 149 1260 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 177 407 333 179 400 0 143 747 71 171 1448 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1301 577 207 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.12 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1570 1774 3539 1583 Grp Volume(v), veh/h 177 407 333 179 400 0 143 747 71 171 1448 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1570 1774 1770 1583 Q Serve(g_s), s 4.6 18.9 18.9 9.1 18.5 0.0 7.2 15.2 2.7 8.5 36.0 0.0 Cycle Q Clear(g_c), s 4.6 18.9 18.9 9.1 18.5 0.0 7.2 15.2 2.7 8.5 36.0 0.0 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 199 391 327 185 476 404 150 1301 577 207 1416 633 V/C Ratio(X) 0.89 1.04 1.02 0.97 0.84 0.00 0.95 0.57 0.12 0.82 1.02 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1301 577 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.1 35.5 35.5 40.1 31.7 0.0 41.0 22.8 18.8 38.8 27.0 0.0 Incr Delay (d2), s/veh 35.4 56.4 54.7 55.8 12.8 0.0 59.8 0.6 0.1 11.3 29.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.8 13.1 7.3 11.1 0.0 6.0 7.5 1.2 4.8 23.4 0.0 LnGrp Delay(d),s/veh 77.5 92.0 90.3 95.9 44.4 0.0 100.8 23.4 18.9 50.1 56.9 0.0 LnGrp LOS E F F F D F C B D F
Approach Vol, veh/h 917 579 961 1619
Approach Delay, s/veh 88.6 60.3 34.6 56.2
Approach LOS F E C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 37.6 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 10.5 17.2 11.1 20.9 9.2 38.0 6.6 20.5 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 59.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 497 156 108 378 3 170 0 191 7 2 0 Future Volume (veh/h) 0 497 156 108 378 3 170 0 191 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 606 190 132 461 4 207 0 233 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 753 236 166 1578 14 654 0 556 387 74 0
Arrive On Green 0.00 0.29 0.29 0.10 0.48 0.48 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2579 807 1630 3304 29 1467 0 1568 747 210 0 Grp Volume(v), veh/h 0 404 392 132 227 238 207 0 233 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1667 1630 1626 1707 1467 0 1568 956 0 0 Q Serve(g_s), s 0.0 11.6 11.7 4.2 4.5 4.5 0.0 0.0 6.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.6 11.7 4.2 4.5 4.5 4.9 0.0 6.0 4.9 0.0 0.0 Prop In Lane 1.00 0.48 1.00 0.02 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 502 487 166 777 815 654 0 556 461 0 0 V/C Ratio(X) 0.00 0.80 0.81 0.80 0.29 0.29 0.32 0.00 0.42 0.02 0.00 0.00 Avail Cap(c_a), veh/h 161 577 560 289 777 815 654 0 556 461 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.6 17.6 23.5 8.5 8.5 12.7 0.0 13.1 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 7.2 7.5 8.4 0.2 0.2 1.3 0.0 2.3 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.5 6.4 2.3 2.1 2.2 2.5 0.0 2.9 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 24.7 25.1 32.0 8.7 8.7 14.0 0.0 15.4 11.5 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 796 597 440 11
Approach Delay, s/veh 24.9 13.8 14.8 11.5
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.9 20.2 23.5 0.0 30.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 8.0 6.2 13.7 6.9 0.0 6.5
Green Ext Time (p_c), s 1.5 0.1 2.0 0.0 0.0 2.5
Intersection Summary
HCM 2010 Ctrl Delay 18.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 609 108 180 381 3 109 1 117 1 1 0 Future Volume (veh/h) 1 609 108 180 381 3 109 1 117 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 700 124 207 438 3 125 1 134 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 840 149 251 1476 10 577 4 488 296 267 0
Arrive On Green 0.00 0.29 0.29 0.15 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 2920 517 1660 3372 23 1393 13 1509 622 824 0 Grp Volume(v), veh/h 1 412 412 207 215 226 126 0 134 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1718 1660 1656 1739 1405 0 1509 1446 0 0 Q Serve(g_s), s 0.0 12.8 12.8 6.9 4.8 4.8 0.0 0.0 3.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 12.8 12.8 6.9 4.8 4.8 3.1 0.0 3.7 3.1 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 495 494 251 725 761 581 0 488 563 0 0 V/C Ratio(X) 0.33 0.83 0.83 0.82 0.30 0.30 0.22 0.00 0.27 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 544 544 295 725 761 581 0 488 563 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.4 19.0 19.0 23.4 10.3 10.3 14.1 0.0 14.3 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.7 9.9 10.0 15.0 0.2 0.2 0.9 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.4 7.4 4.2 2.2 2.3 1.6 0.0 1.7 0.0 0.0 0.0 LnGrp Delay(d),s/veh 82.0 28.9 29.0 38.4 10.6 10.5 14.9 0.0 15.7 13.1 0.0 0.0 LnGrp LOS F C C D B B B B B
Approach Vol, veh/h 825 648 260 2
Approach Delay, s/veh 29.0 19.4 15.3 13.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 13.1 20.9 22.9 4.6 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.7 8.9 14.8 5.1 2.0 6.8
Green Ext Time (p_c), s 0.9 0.1 1.6 0.0 0.0 2.4
Intersection Summary
HCM 2010 Ctrl Delay 23.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 552 712 32 142 608 261 44 285 77 191 395 638 Future Volume (veh/h) 552 712 32 142 608 261 44 285 77 191 395 638 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 569 734 33 146 627 0 45 294 79 197 407 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 635 1009 45 180 735 329 69 657 174 234 618 525 Arrive On Green 0.18 0.29 0.29 0.10 0.21 0.00 0.04 0.24 0.24 0.13 0.34 0.00 Sat Flow, veh/h 3442 3450 155 1740 3471 1553 1740 2718 718 1757 1845 1568 Grp Volume(v), veh/h 569 376 391 146 627 0 45 186 187 197 407 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1740 1736 1553 1740 1736 1700 1757 1845 1568 Q Serve(g_s), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.2 7.4 8.6 14.8 0.0 Cycle Q Clear(g_c), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.2 7.4 8.6 14.8 0.0 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 635 518 537 180 735 329 69 420 411 234 618 525 V/C Ratio(X) 0.90 0.73 0.73 0.81 0.85 0.00 0.65 0.44 0.46 0.84 0.66 0.00 Avail Cap(c_a), veh/h 635 518 537 210 795 356 111 420 411 235 618 525 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.3 25.0 25.0 34.5 29.8 0.0 37.2 25.3 25.4 33.3 22.3 0.0 Incr Delay (d2), s/veh 15.4 5.1 4.9 18.3 8.4 0.0 9.8 3.4 3.6 23.2 5.4 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 7.4 8.0 8.3 4.0 7.4 0.0 1.2 3.8 3.8 5.7 8.4 0.0 LnGrp Delay(d),s/veh 46.7 30.1 29.9 52.8 38.3 0.0 47.0 28.7 29.0 56.5 27.7 0.0 LnGrp LOS DCCDD DCCEC
Approach Vol, veh/h 1336 773 418 604
Approach Delay, s/veh 37.1 41.0 30.8 37.1
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 12.6 27.5 7.6 30.8 19.0 21.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 10.6 9.4 8.5 17.0 4.0 16.8 14.7 15.7 Green Ext Time (p_c), s 0.0 1.5 0.0 2.4 0.0 1.5 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 37.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 421 107 318 322 283 35 447 381 230 592 91 Future Volume (veh/h) 118 421 107 318 322 283 35 447 381 230 592 91 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 136 484 123 366 370 325 40 514 438 264 680 105 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 755 288 394 631 532 66 817 377 328 1522 469 Arrive On Green 0.10 0.21 0.21 0.22 0.34 0.34 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1352 1774 1863 1569 1774 3390 1566 3442 5085 1567 Grp Volume(v), veh/h 136 484 123 366 370 325 40 514 438 264 680 105 Grp Sat Flow(s),veh/h/ln 1774 1770 1352 1774 1863 1569 1774 1695 1566 1721 1695 1567 Q Serve(g_s), s 5.9 9.8 6.2 15.9 12.9 13.6 1.8 10.7 19.0 5.9 8.5 4.0 Cycle Q Clear(g_c), s 5.9 9.8 6.2 15.9 12.9 13.6 1.8 10.7 19.0 5.9 8.5 4.0 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 171 755 288 394 631 532 66 817 377 328 1522 469 V/C Ratio(X) 0.80 0.64 0.43 0.93 0.59 0.61 0.61 0.63 1.16 0.81 0.45 0.22 Avail Cap(c_a), veh/h 248 808 309 394 631 532 133 817 377 328 1522 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.8 28.3 26.8 30.0 21.5 21.7 37.4 26.8 29.9 34.9 22.3 20.7 Incr Delay (d2), s/veh 10.8 1.6 1.0 28.2 1.4 2.0 8.8 3.7 97.7 13.7 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.9 2.4 10.9 6.8 6.2 1.0 5.4 18.3 3.4 4.1 1.8 LnGrp Delay(d),s/veh 45.6 29.8 27.8 58.3 22.9 23.8 46.2 30.4 127.6 48.7 23.3 21.8 LnGrp LOS D C C E CCDCFDCC
Approach Vol, veh/h 743 1061 992 1049
Approach Delay, s/veh 32.4 35.4 74.0 29.5
Approach LOS C D E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 23.5 22.0 21.3 7.4 28.1 12.1 31.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.9 21.0 17.9 11.8 3.8 10.5 7.9 15.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 3.6 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 43.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 193 428 105 145 602 97 78 537 123 211 810 174 Future Volume (veh/h) 193 428 105 145 602 97 78 537 123 211 810 174 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 217 481 118 163 676 109 88 603 138 237 910 196 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 774 189 202 768 124 200 958 424 272 1231 264 Arrive On Green 0.14 0.27 0.27 0.11 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 2817 687 1774 3050 491 3408 3505 1551 3442 4192 899 Grp Volume(v), veh/h 217 301 298 163 392 393 88 603 138 237 735 371 Grp Sat Flow(s),veh/h/ln 1774 1770 1734 1774 1770 1771 1704 1752 1551 1721 1695 1701 Q Serve(g_s), s 8.4 10.3 10.5 6.2 14.8 14.8 1.7 10.5 4.9 4.7 13.6 13.7 Cycle Q Clear(g_c), s 8.4 10.3 10.5 6.2 14.8 14.8 1.7 10.5 4.9 4.7 13.6 13.7 Prop In Lane 1.00 0.40 1.00 0.28 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 242 486 477 202 446 446 200 958 424 272 996 500 V/C Ratio(X) 0.89 0.62 0.63 0.81 0.88 0.88 0.44 0.63 0.33 0.87 0.74 0.74 Avail Cap(c_a), veh/h 242 486 477 227 458 459 245 958 424 272 996 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.5 22.0 22.1 30.1 25.0 25.0 31.6 22.2 20.1 31.7 22.1 22.2 Incr Delay (d2), s/veh 31.6 2.4 2.6 17.4 17.3 17.5 1.5 3.1 2.0 24.8 4.9 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 5.3 5.3 4.0 9.3 9.4 0.9 5.4 2.3 3.2 7.0 7.7 LnGrp Delay(d),s/veh 61.2 24.4 24.6 47.4 42.3 42.5 33.1 25.3 22.2 56.4 27.0 31.8 LnGrp LOS E CCDDDCCCECC
Approach Vol, veh/h 816 948 829 1343
Approach Delay, s/veh 34.3 43.2 25.6 33.5
Approach LOS CDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 12.4 23.6 8.6 24.9 14.0 22.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.7 12.5 8.2 12.5 3.7 15.7 10.4 16.8 Green Ext Time (p_c), s 0.0 2.4 0.0 1.9 0.0 2.4 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 34.4
HCM 2010 LOS C
HCM Signalized Intersection Capacity Analysis Background Plus Project Ag PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 487 1480 970 33 41 341
Future Volume (vph) 487 1480 970 33 41 341
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3469 1770 1583
Flt Permitted 0.15 1.00 1.00 0.95 1.00
Satd. Flow (perm) 270 3504 3469 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 492 1495 980 33 41 344
RTOR Reduction (vph) 0 0 0 0 0 260
Lane Group Flow (vph) 492 1495 1013 0 41 84
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 39.4 20.8 20.8
Effective Green, g (s) 61.1 61.5 40.5 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.45 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 464 2394 1561 422 385
v/s Ratio Prot c0.20 0.43 0.29 0.02
v/s Ratio Perm c0.52 c0.05
v/c Ratio 1.06 0.62 0.65 0.10 0.22
Uniform Delay, d1 22.5 7.9 19.2 26.7 27.2
Progression Factor 1.14 0.55 1.00 1.00 1.00
Incremental Delay, d2 50.4 0.4 1.1 0.1 0.2
Delay (s) 76.0 4.7 20.3 26.8 27.4
Level of Service E A C C C
Approach Delay (s) 22.3 20.3 27.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background Plus Project Ag PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1575 0 0 1059 252 462 3 393 0 0 0 Future Volume (vph) 0 1575 0 0 1059 252 462 3 393 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3367 1656 1661 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3367 1656 1661 1560
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 1676 0 0 1127 268 491 3 418 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1676 0 0 1395 0 245 249 361 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 39.4 20.8 20.8 20.8
Effective Green, g (s) 61.5 40.5 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.45 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2382 1515 395 396 372
v/s Ratio Prot c0.48 c0.41 0.15 0.15
v/s Ratio Perm c0.23
v/c Ratio 0.70 0.92 0.62 0.63 0.97
Uniform Delay, d1 8.7 23.2 30.6 30.7 33.9
Progression Factor 1.00 0.44 1.00 1.00 1.00
Incremental Delay, d2 1.0 8.1 3.0 3.1 38.6
Delay (s) 9.7 18.4 33.6 33.8 72.6
Level of Service A B C C E
Approach Delay (s) 9.7 18.4 51.5 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.92
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1580 1370 0 427 401
Future Volume (veh/h) 0 1580 1370 0 427 401
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1646 1427 0 445 418
Adj No. of Lanes 022021
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022022
Cap, veh/h 0 1884 1884 0 1078 496
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1646 1427 0 445 418
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 22.3 17.3 0.0 5.6 13.6
Cycle Q Clear(g_c), s 0.0 22.3 17.3 0.0 5.6 13.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1884 1884 0 1078 496
V/C Ratio(X) 0.00 0.87 0.76 0.00 0.41 0.84
Avail Cap(c_a), veh/h 0 2177 2177 0 1149 529
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.9 9.7 0.0 14.5 17.3
Incr Delay (d2), s/veh 0.0 3.4 1.1 0.0 0.2 11.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.4 8.4 0.0 2.6 7.3
LnGrp Delay(d),s/veh 0.0 14.3 10.8 0.0 14.7 28.2
LnGrp LOS B B B C
Approach Vol, veh/h 1646 1427 863
Approach Delay, s/veh 14.3 10.8 21.3
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.4 20.9 33.4
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 24.3 15.6 19.3
Green Ext Time (p_c), s 4.0 0.7 4.3
Intersection Summary
HCM 2010 Ctrl Delay 14.6
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 360 8 808 383 580 13 548 1160 582 541 34 Future Volume (veh/h) 31 360 8 808 383 580 13 548 1160 582 541 34 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 32 375 8 842 399 0 14 571 1208 606 564 35 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 56 538 11 743 1202 801 33 883 1303 577 1350 84 Arrive On Green 0.03 0.16 0.17 0.22 0.35 0.00 0.02 0.25 0.25 0.17 0.40 0.41 Sat Flow, veh/h 1690 3375 72 3374 3470 1552 1756 3504 2759 3407 3351 208 Grp Volume(v), veh/h 32 187 196 842 399 0 14 571 1208 606 294 305 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1687 1735 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.3 20.0 14.2 14.3 Cycle Q Clear(g_c), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.3 20.0 14.2 14.3 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 56 268 281 743 1202 801 33 883 1303 577 706 728 V/C Ratio(X) 0.57 0.70 0.70 1.13 0.33 0.00 0.43 0.65 0.93 1.05 0.42 0.42 Avail Cap(c_a), veh/h 100 664 694 743 1925 1124 89 1009 1402 577 712 735 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 46.9 46.9 46.0 28.5 0.0 57.3 39.5 9.5 49.0 25.3 25.3 Incr Delay (d2), s/veh 3.4 6.8 6.6 76.1 0.3 0.0 3.2 1.2 10.4 51.2 0.4 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 1.1 6.3 6.6 19.9 4.9 0.0 0.5 8.5 9.4 13.5 6.9 7.2 LnGrp Delay(d),s/veh 59.7 53.7 53.5 122.1 28.8 0.0 60.5 40.6 20.0 100.2 25.7 25.7 LnGrp LOS E D D F C E D B F C C
Approach Vol, veh/h 415 1241 1793 1205
Approach Delay, s/veh 54.1 92.1 26.9 63.2
Approach LOS D F C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 24.3 8.2 53.5 9.4 46.9 26.0 35.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 28.0 14.4 2.9 16.3 4.2 12.0 22.0 22.3 Green Ext Time (p_c), s 0.0 3.5 0.0 2.4 0.0 4.4 0.0 7.3 Intersection Summary
HCM 2010 Ctrl Delay 56.1
HCM 2010 LOS E
HCM 2010 TWSC Background Plus Project Ag PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 9.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Future Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 269 99 137 203 82 116 57 48 60 34 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 286 0 0 374 0 0 833 849 275 863 866 213 Stage 1 - - - - - - 289 289 - 478 478 -
Stage 2 - - - - - - 544 560 - 385 388 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1237 - - 1158 - - 286 296 759 275 291 827 Stage 1 - - - - - - 714 669 - 568 556 -
Stage 2 - - - - - - 520 507 - 638 609 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1236 - - 1152 - - 230 258 755 194 253 820 Mov Cap-2 Maneuver - - - - - - 230 258 - 194 253 -
Stage 1 - - - - - - 706 662 - 565 489 -
Stage 2 - - - - - - 423 446 - 543 602 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.8 27.5 34.5

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 230 370 1236 - - 1152 - - 212 820
HCM Lane V/C Ratio 0.503 0.284 0.006 - - 0.119 - - 0.442 0.001 HCM Control Delay (s) 35.5 18.6 7.9 - - 8.5 - - 34.8 9.4 HCM Lane LOS E C A - - A - - D A
HCM 95th %tile Q(veh) 2.6 1.2 0 - - 0.4 - - 2.1 0
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 32 232 118 12 191 223 1430 19 231 1038 44 Future Volume (veh/h) 99 32 232 118 12 191 223 1430 19 231 1038 44 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 66 80 234 119 12 193 225 1444 19 233 1048 44 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 308 323 272 252 25 244 238 1492 20 238 1021 453 Arrive On Green 0.18 0.18 0.18 0.17 0.16 0.16 0.13 0.29 0.29 0.13 0.29 0.29 Sat Flow, veh/h 1757 1845 1555 1619 163 1571 1774 5172 68 1774 3539 1572 Grp Volume(v), veh/h 66 80 234 131 0 193 225 946 517 233 1048 44 Grp Sat Flow(s),veh/h/ln 1757 1845 1555 1782 0 1571 1774 1695 1850 1774 1770 1572 Q Serve(g_s), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.8 26.8 12.7 28.0 2.0 Cycle Q Clear(g_c), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.8 26.8 12.7 28.0 2.0 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 308 323 272 277 0 244 238 978 534 238 1021 453 V/C Ratio(X) 0.21 0.25 0.86 0.47 0.00 0.79 0.95 0.97 0.97 0.98 1.03 0.10 Avail Cap(c_a), veh/h 362 380 320 459 0 405 238 978 534 238 1021 453 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 34.5 38.9 36.7 0.0 39.5 41.7 34.1 34.1 41.9 34.5 25.3 Incr Delay (d2), s/veh 0.3 0.4 18.1 1.3 0.0 5.7 43.9 21.3 30.9 52.9 35.2 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 1.6 1.9 7.5 3.3 0.0 5.4 8.9 15.4 18.2 9.7 18.6 0.9 LnGrp Delay(d),s/veh 34.7 34.9 57.0 38.0 0.0 45.1 85.6 55.5 65.0 94.8 69.8 25.4 LnGrp LOS C C E D D F E E F F C
Approach Vol, veh/h 380 324 1688 1325
Approach Delay, s/veh 48.5 42.3 62.4 72.7
Approach LOS D D E E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 19.0 34.0 21.1 19.0 34.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 16.2 14.2 30.0 13.5 14.7 28.8 Green Ext Time (p_c), s 0.6 0.0 0.0 1.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 62.9
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 6 24 471 7 248 23 1410 746 158 1113 14 Future Volume (veh/h) 12 6 24 471 7 248 23 1410 746 158 1113 14 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 13 7 26 518 8 273 25 1549 820 174 1223 15 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 23 21 77 608 417 354 39 1537 687 159 1797 22 Arrive On Green 0.01 0.06 0.06 0.18 0.22 0.22 0.02 0.43 0.43 0.09 0.50 0.50 Sat Flow, veh/h 1774 347 1288 3442 1863 1583 1774 3539 1583 1774 3581 44 Grp Volume(v), veh/h 13 0 33 518 8 273 25 1549 820 174 604 634 Grp Sat Flow(s),veh/h/ln 1774 0 1635 1721 1863 1583 1774 1770 1583 1774 1770 1855 Q Serve(g_s), s 0.5 0.0 1.3 9.7 0.2 10.8 0.9 29.0 29.0 6.0 17.3 17.3 Cycle Q Clear(g_c), s 0.5 0.0 1.3 9.7 0.2 10.8 0.9 29.0 29.0 6.0 17.3 17.3 Prop In Lane 1.00 0.79 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 23 0 98 608 417 354 39 1537 687 159 888 931 V/C Ratio(X) 0.57 0.00 0.34 0.85 0.02 0.77 0.63 1.01 1.19 1.09 0.68 0.68 Avail Cap(c_a), veh/h 106 0 196 618 446 379 106 1537 687 159 888 931 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 0.0 30.1 26.6 20.2 24.3 32.4 18.9 18.9 30.4 12.6 12.6 Incr Delay (d2), s/veh 20.5 0.0 2.0 10.9 0.0 8.8 15.6 24.9 100.8 98.0 4.2 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.6 5.5 0.1 5.6 0.6 19.2 31.8 7.2 9.4 9.8 LnGrp Delay(d),s/veh 53.3 0.0 32.2 37.5 20.2 33.2 48.0 43.8 119.7 128.4 16.8 16.6 LnGrp LOS D CDCCDFFFBB
Approach Vol, veh/h 46 799 2394 1412
Approach Delay, s/veh 38.1 35.9 69.9 30.5
Approach LOS D D E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 33.0 15.8 8.0 5.5 37.5 4.9 18.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 29.0 12.0 8.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 8.0 31.0 11.7 3.3 2.9 19.3 2.5 12.8 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.0 6.1 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 51.7
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 378 141 143 319 260 185 1353 144 195 870 173 Future Volume (veh/h) 250 378 141 143 319 260 185 1353 144 195 870 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 260 394 147 149 332 0 193 1409 150 203 906 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 275 383 318 156 397 338 227 1380 605 207 1340 600 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.13 0.39 0.39 0.12 0.38 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 260 394 147 149 332 0 193 1409 150 203 906 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.8 18.5 7.5 7.5 15.4 0.0 9.6 35.1 5.9 10.3 19.2 0.0 Cycle Q Clear(g_c), s 6.8 18.5 7.5 7.5 15.4 0.0 9.6 35.1 5.9 10.3 19.2 0.0 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 275 383 318 156 397 338 227 1380 605 207 1340 600 V/C Ratio(X) 0.94 1.03 0.46 0.96 0.84 0.00 0.85 1.02 0.25 0.98 0.68 0.00 Avail Cap(c_a), veh/h 275 383 318 156 397 338 240 1380 605 207 1340 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.2 35.8 31.4 40.9 33.9 0.0 38.4 27.4 18.5 39.6 23.4 0.0 Incr Delay (d2), s/veh 39.4 53.6 1.0 59.1 14.3 0.0 23.1 29.6 0.2 56.9 1.4 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 4.7 15.2 3.3 6.2 9.4 0.0 6.1 22.7 2.5 8.3 9.6 0.0 LnGrp Delay(d),s/veh 80.6 89.4 32.4 100.0 48.2 0.0 61.5 57.0 18.7 96.5 24.7 0.0 LnGrp LOS F F C F D E F B F C
Approach Vol, veh/h 801 481 1752 1109
Approach Delay, s/veh 76.1 64.2 54.3 37.9
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.6 12.4 23.0 16.0 38.6 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 12.3 37.1 9.5 20.5 11.6 21.2 8.8 17.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 55.2
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 900 160 98 413 4 101 2 181 5 0 1 Future Volume (veh/h) 0 900 160 98 413 4 101 2 181 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 918 163 100 421 4 103 2 185 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1020 181 125 1729 16 584 10 508 415 11 62
Arrive On Green 0.00 0.36 0.36 0.07 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 2864 508 1675 3393 32 1379 30 1524 900 32 186 Grp Volume(v), veh/h 0 540 541 100 207 218 105 0 185 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1686 1675 1671 1754 1409 0 1524 1118 0 0 Q Serve(g_s), s 0.0 17.4 17.4 3.4 4.0 4.0 0.0 0.0 5.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.4 17.4 3.4 4.0 4.0 2.5 0.0 5.3 2.5 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.02 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 601 600 125 852 893 594 0 508 488 0 0 V/C Ratio(X) 0.00 0.90 0.90 0.80 0.24 0.24 0.18 0.00 0.36 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 615 615 190 852 893 594 0 508 488 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.5 26.1 7.9 7.9 13.6 0.0 14.5 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 16.1 16.1 12.7 0.1 0.1 0.6 0.0 2.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.6 10.6 2.0 1.8 1.9 1.3 0.0 2.5 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 33.5 33.6 38.8 8.0 8.0 14.2 0.0 16.5 12.9 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 1081 525 290 6
Approach Delay, s/veh 33.6 13.9 15.7 12.9
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.8 24.9 23.6 0.0 33.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 7.3 5.4 19.4 4.5 0.0 6.0
Green Ext Time (p_c), s 0.9 0.0 1.0 0.0 0.0 2.3
Intersection Summary
HCM 2010 Ctrl Delay 25.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 788 303 400 427 0 88 0 74 0 3 0 Future Volume (veh/h) 1 788 303 400 427 0 88 0 74 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 829 319 421 449 0 93 0 78 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 797 306 446 2035 0 404 0 355 0 454 0
Arrive On Green 0.00 0.33 0.33 0.26 0.59 0.00 0.24 0.00 0.24 0.00 0.24 0.00 Sat Flow, veh/h 1707 2406 924 1740 3563 0 1287 0 1455 0 1863 0 Grp Volume(v), veh/h 1 586 562 421 449 0 93 0 78 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1628 1740 1736 0 1287 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 19.0 4.9 0.0 4.7 0.0 3.4 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 19.0 4.9 0.0 4.8 0.0 3.4 0.0 0.1 0.0 Prop In Lane 1.00 0.57 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 564 539 446 2035 0 404 0 355 0 454 0 V/C Ratio(X) 0.43 1.04 1.04 0.94 0.22 0.00 0.23 0.00 0.22 0.00 0.01 0.00 Avail Cap(c_a), veh/h 107 564 539 446 2035 0 404 0 355 0 454 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.9 26.7 26.8 29.2 7.9 0.0 24.7 0.0 24.2 0.0 22.9 0.0 Incr Delay (d2), s/veh 91.1 48.4 50.2 29.0 0.1 0.0 1.3 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 20.0 19.3 12.7 2.3 0.0 1.8 0.0 1.5 0.0 0.1 0.0 LnGrp Delay(d),s/veh 131.1 75.1 76.9 58.2 7.9 0.0 26.1 0.0 25.6 0.0 22.9 0.0 LnGrp LOS F F F E A C C C
Approach Vol, veh/h 1149 870 171 3
Approach Delay, s/veh 76.1 32.2 25.8 22.9
Approach LOS E C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 25.0 31.0 24.0 4.6 51.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.8 21.0 28.5 2.1 2.0 6.9
Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 54.7
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 520 691 12 86 745 295 37 317 165 248 287 564 Future Volume (veh/h) 520 691 12 86 745 295 37 317 165 248 287 564 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 542 720 12 90 776 0 39 330 172 258 299 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 1148 19 115 810 363 64 548 280 253 648 551 Arrive On Green 0.16 0.32 0.32 0.07 0.23 0.00 0.04 0.24 0.24 0.14 0.35 0.00 Sat Flow, veh/h 3442 3562 59 1757 3505 1568 1757 2247 1148 1757 1845 1568 Grp Volume(v), veh/h 542 358 374 90 776 0 39 256 246 258 299 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1852 1757 1752 1568 1757 1752 1642 1757 1845 1568 Q Serve(g_s), s 12.5 13.7 13.7 4.0 17.5 0.0 1.8 10.3 10.7 11.5 10.0 0.0 Cycle Q Clear(g_c), s 12.5 13.7 13.7 4.0 17.5 0.0 1.8 10.3 10.7 11.5 10.0 0.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 538 570 597 115 810 363 64 427 400 253 648 551 V/C Ratio(X) 1.01 0.63 0.63 0.78 0.96 0.00 0.61 0.60 0.61 1.02 0.46 0.00 Avail Cap(c_a), veh/h 538 570 597 143 810 363 112 427 400 253 648 551 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 23.0 23.0 36.8 30.4 0.0 38.0 26.8 26.9 34.3 20.1 0.0 Incr Delay (d2), s/veh 40.8 2.2 2.1 19.9 21.8 0.0 9.2 6.1 6.9 62.3 2.4 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 0.1 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 7.0 7.3 2.6 10.9 0.0 1.0 5.7 5.6 9.9 5.5 0.0 LnGrp Delay(d),s/veh 74.6 25.2 25.1 56.7 52.2 0.0 47.2 32.9 33.8 96.7 22.4 0.0 LnGrp LOS F C C E D D C C F C
Approach Vol, veh/h 1274 866 541 557
Approach Delay, s/veh 46.2 52.6 34.3 56.8
Approach LOS D D C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 9.7 30.3 7.4 32.6 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 12.7 6.0 15.7 3.8 12.0 14.5 19.5 Green Ext Time (p_c), s 0.0 1.7 0.0 3.0 0.0 1.4 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 47.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 237 66 238 237 257 118 1025 260 199 1182 240 Future Volume (veh/h) 214 237 66 238 237 257 118 1025 260 199 1182 240 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 223 247 69 248 247 268 123 1068 271 207 1231 250 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 266 722 315 291 406 341 156 1201 305 269 1468 447 Arrive On Green 0.15 0.20 0.20 0.16 0.22 0.22 0.09 0.30 0.30 0.08 0.29 0.29 Sat Flow, veh/h 1774 3539 1544 1774 1863 1562 1774 4028 1021 3442 5085 1550 Grp Volume(v), veh/h 223 247 69 248 247 268 123 899 440 207 1231 250 Grp Sat Flow(s),veh/h/ln 1774 1770 1544 1774 1863 1562 1774 1695 1659 1721 1695 1550 Q Serve(g_s), s 8.6 4.2 2.6 9.6 8.4 11.4 4.8 17.8 17.8 4.2 16.0 9.6 Cycle Q Clear(g_c), s 8.6 4.2 2.6 9.6 8.4 11.4 4.8 17.8 17.8 4.2 16.0 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.62 1.00 1.00
Lane Grp Cap(c), veh/h 266 722 315 291 406 341 156 1011 495 269 1468 447 V/C Ratio(X) 0.84 0.34 0.22 0.85 0.61 0.79 0.79 0.89 0.89 0.77 0.84 0.56 Avail Cap(c_a), veh/h 302 905 395 315 489 410 164 1011 495 269 1468 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 24.0 23.3 28.6 24.8 26.0 31.5 23.6 23.6 31.8 23.5 21.2 Incr Delay (d2), s/veh 16.8 0.3 0.3 18.6 1.5 8.2 21.7 11.6 20.7 12.8 5.9 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 2.1 1.1 6.2 4.5 5.7 3.3 9.9 11.0 2.5 8.2 4.7 LnGrp Delay(d),s/veh 45.9 24.3 23.7 47.2 26.3 34.2 53.2 35.2 44.3 44.6 29.4 26.2 LnGrp LOS DCCDCCDDDDCC
Approach Vol, veh/h 539 763 1462 1688
Approach Delay, s/veh 33.1 35.9 39.5 30.8
Approach LOS CDDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 16.1 18.9 10.7 24.8 15.1 19.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.2 19.8 11.6 6.2 6.8 18.0 10.6 13.4 Green Ext Time (p_c), s 0.0 0.9 0.1 1.3 0.0 1.6 0.1 1.1 Intersection Summary
HCM 2010 Ctrl Delay 34.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 239 674 89 176 545 185 152 968 202 327 919 224 Future Volume (veh/h) 239 674 89 176 545 185 152 968 202 327 919 224 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 244 688 91 180 556 189 155 988 206 334 938 229 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 255 816 108 193 583 198 230 1062 463 366 1379 335 Arrive On Green 0.14 0.26 0.26 0.11 0.22 0.22 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3137 415 1774 2592 878 3442 3539 1544 3442 4062 988 Grp Volume(v), veh/h 244 388 391 180 379 366 155 988 206 334 782 385 Grp Sat Flow(s),veh/h/ln 1774 1770 1782 1774 1770 1701 1721 1770 1544 1721 1695 1660 Q Serve(g_s), s 10.9 16.6 16.7 8.1 16.9 17.0 3.5 21.7 8.6 7.7 15.9 15.9 Cycle Q Clear(g_c), s 10.9 16.6 16.7 8.1 16.9 17.0 3.5 21.7 8.6 7.7 15.9 15.9 Prop In Lane 1.00 0.23 1.00 0.52 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 255 460 463 193 398 383 230 1062 463 366 1151 563 V/C Ratio(X) 0.96 0.84 0.84 0.93 0.95 0.96 0.67 0.93 0.44 0.91 0.68 0.68 Avail Cap(c_a), veh/h 255 460 463 193 398 383 237 1062 463 366 1151 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 28.1 28.1 35.4 30.6 30.6 36.5 27.2 22.6 35.4 22.7 22.7 Incr Delay (d2), s/veh 44.4 13.3 13.4 46.0 32.8 34.7 7.1 15.3 3.1 26.6 3.2 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 9.8 9.9 6.4 11.8 11.6 1.9 12.8 4.1 5.0 7.9 8.3 LnGrp Delay(d),s/veh 78.4 41.4 41.4 81.4 63.4 65.3 43.6 42.4 25.7 62.0 25.9 29.3 LnGrp LOS E D D F E E D D C E C C
Approach Vol, veh/h 1023 925 1349 1501
Approach Delay, s/veh 50.2 67.7 40.0 34.8
Approach LOS D E D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 9.8 31.7 16.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 9.7 23.7 10.1 18.7 5.5 17.9 12.9 19.0 Green Ext Time (p_c), s 0.0 0.2 0.0 1.0 0.0 5.1 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 45.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 312 10 930 485 323 25 308 890 196 310 32 Future Volume (veh/h) 32 312 10 930 485 323 25 308 890 196 310 32 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 34 335 11 1000 522 0 27 331 957 211 333 34 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 61 488 16 1162 1585 838 55 654 1453 277 755 77 Arrive On Green 0.04 0.15 0.16 0.34 0.46 0.00 0.03 0.19 0.19 0.08 0.24 0.25 Sat Flow, veh/h 1659 3270 107 3374 3470 1552 1739 3470 2718 3342 3151 320 Grp Volume(v), veh/h 34 169 177 1000 522 0 27 331 957 211 181 186 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1687 1735 1552 1739 1735 1359 1671 1718 1752 Q Serve(g_s), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Cycle Q Clear(g_c), s 2.0 9.7 9.7 27.6 9.6 0.0 1.5 8.6 7.8 6.2 8.9 9.0 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 61 247 257 1162 1585 838 55 654 1453 277 412 420 V/C Ratio(X) 0.56 0.68 0.69 0.86 0.33 0.00 0.49 0.51 0.66 0.76 0.44 0.44 Avail Cap(c_a), veh/h 121 757 788 1249 2618 1300 104 1209 1887 301 650 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 40.3 40.3 30.5 17.3 0.0 47.6 36.4 4.8 44.9 32.3 32.2 Incr Delay (d2), s/veh 3.0 7.0 6.8 6.8 0.3 0.0 2.5 0.6 0.5 12.6 0.7 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 4.9 5.1 13.9 4.6 0.0 0.8 4.1 4.1 3.3 4.3 4.4 LnGrp Delay(d),s/veh 50.3 47.3 47.1 37.3 17.6 0.0 50.1 37.0 5.3 57.5 33.0 33.0 LnGrp LOS DDDDB DDAECC
Approach Vol, veh/h 380 1522 1315 578
Approach Delay, s/veh 47.4 30.6 14.2 41.9
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.4 20.4 9.2 29.9 9.2 51.6 14.3 24.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 29.6 11.7 3.5 11.0 4.0 11.6 8.2 10.6 Green Ext Time (p_c), s 4.8 3.2 0.0 1.4 0.0 6.1 0.1 7.6 Intersection Summary
HCM 2010 Ctrl Delay 28.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 6: N Davis Rd & Post Dr/Commercial Dwy With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1048 21 Future Volume (veh/h) 37 31 341 66 10 100 180 1086 13 132 1048 21 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 36 38 367 71 11 108 194 1168 14 142 1127 23 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 381 400 339 149 23 152 187 1676 20 174 1128 503 Arrive On Green 0.22 0.22 0.22 0.11 0.10 0.10 0.11 0.33 0.33 0.10 0.32 0.32 Sat Flow, veh/h 1707 1792 1522 1531 237 1563 1757 5130 61 1774 3539 1577 Grp Volume(v), veh/h 36 38 367 82 0 108 194 764 418 142 1127 23 Grp Sat Flow(s),veh/h/ln 1707 1792 1522 1768 0 1563 1757 1679 1834 1774 1770 1577 Q Serve(g_s), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Cycle Q Clear(g_c), s 1.6 1.6 21.0 4.1 0.0 6.3 10.0 18.7 18.7 7.4 30.0 0.9 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 381 400 339 172 0 152 187 1097 599 174 1128 503 V/C Ratio(X) 0.09 0.10 1.08 0.48 0.00 0.71 1.04 0.70 0.70 0.82 1.00 0.05 Avail Cap(c_a), veh/h 381 400 339 469 0 415 187 1097 599 207 1128 503 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 29.0 36.6 39.6 0.0 41.2 42.1 27.6 27.6 41.6 32.1 22.2 Incr Delay (d2), s/veh 0.1 0.1 72.4 2.0 0.0 6.0 76.7 1.9 3.5 19.0 26.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 15.6 2.1 0.0 3.0 8.8 8.9 10.0 4.5 18.7 0.4 LnGrp Delay(d),s/veh 29.1 29.1 109.0 41.6 0.0 47.2 118.9 29.6 31.2 60.7 58.7 22.2 LnGrp LOS C C F D D F C C E E C
Approach Vol, veh/h 441 190 1376 1292
Approach Delay, s/veh 95.6 44.8 42.7 58.3
Approach LOS F D D E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 16.0 36.0 15.2 15.2 36.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 23.0 12.0 32.0 8.3 9.4 20.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 3.6
Intersection Summary
HCM 2010 Ctrl Delay 56.0
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 354 290 156 347 107 124 650 62 149 1260 246 Future Volume (veh/h) 154 354 290 156 347 107 124 650 62 149 1260 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 177 407 333 179 399 0 143 747 71 171 1448 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1301 577 207 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.12 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1570 1774 3539 1583 Grp Volume(v), veh/h 177 407 333 179 399 0 143 747 71 171 1448 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1570 1774 1770 1583 Q Serve(g_s), s 4.6 18.9 18.9 9.1 18.4 0.0 7.2 15.2 2.7 8.5 36.0 0.0 Cycle Q Clear(g_c), s 4.6 18.9 18.9 9.1 18.4 0.0 7.2 15.2 2.7 8.5 36.0 0.0 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 199 391 327 185 476 404 150 1301 577 207 1416 633 V/C Ratio(X) 0.89 1.04 1.02 0.97 0.84 0.00 0.95 0.57 0.12 0.82 1.02 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1301 577 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.1 35.5 35.5 40.1 31.6 0.0 41.0 22.8 18.8 38.8 27.0 0.0 Incr Delay (d2), s/veh 35.4 56.4 54.7 55.8 12.6 0.0 59.8 0.6 0.1 11.3 29.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.8 13.1 7.3 11.0 0.0 6.0 7.5 1.2 4.8 23.4 0.0 LnGrp Delay(d),s/veh 77.5 92.0 90.3 95.9 44.2 0.0 100.8 23.4 18.9 50.1 56.9 0.0 LnGrp LOS E F F F D F C B D F
Approach Vol, veh/h 917 578 961 1619
Approach Delay, s/veh 88.6 60.2 34.6 56.2
Approach LOS F E C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 37.6 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 10.5 17.2 11.1 20.9 9.2 38.0 6.6 20.4 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 58.9
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background Plus Project Ag AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 609 108 180 381 3 109 1 117 1 1 0 Future Volume (veh/h) 1 609 108 180 381 3 109 1 117 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 700 124 207 438 3 125 1 134 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 840 149 251 1476 10 577 4 488 296 267 0
Arrive On Green 0.00 0.29 0.29 0.15 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 2920 517 1660 3372 23 1393 13 1509 622 824 0 Grp Volume(v), veh/h 1 412 412 207 215 226 126 0 134 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1718 1660 1656 1739 1405 0 1509 1446 0 0 Q Serve(g_s), s 0.0 12.8 12.8 6.9 4.8 4.8 0.0 0.0 3.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 12.8 12.8 6.9 4.8 4.8 3.1 0.0 3.7 3.1 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 495 494 251 725 761 581 0 488 563 0 0 V/C Ratio(X) 0.33 0.83 0.83 0.82 0.30 0.30 0.22 0.00 0.27 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 544 544 295 725 761 581 0 488 563 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.4 19.0 19.0 23.4 10.3 10.3 14.1 0.0 14.3 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.7 9.9 10.0 15.0 0.2 0.2 0.9 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.4 7.4 4.2 2.2 2.3 1.6 0.0 1.7 0.0 0.0 0.0 LnGrp Delay(d),s/veh 82.0 28.9 29.0 38.4 10.6 10.5 14.9 0.0 15.7 13.1 0.0 0.0 LnGrp LOS F C C D B B B B B
Approach Vol, veh/h 825 648 260 2
Approach Delay, s/veh 29.0 19.4 15.3 13.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 13.1 20.9 22.9 4.6 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.7 8.9 14.8 5.1 2.0 6.8
Green Ext Time (p_c), s 0.9 0.1 1.6 0.0 0.0 2.4
Intersection Summary
HCM 2010 Ctrl Delay 23.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 360 8 798 383 580 13 547 1152 582 540 34 Future Volume (veh/h) 31 360 8 798 383 580 13 547 1152 582 540 34 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 32 375 8 831 399 0 14 570 1200 606 562 35 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 56 538 11 744 1204 802 33 880 1301 578 1347 84 Arrive On Green 0.03 0.16 0.17 0.22 0.35 0.00 0.02 0.25 0.25 0.17 0.40 0.41 Sat Flow, veh/h 1690 3375 72 3374 3470 1552 1756 3504 2759 3407 3350 208 Grp Volume(v), veh/h 32 187 196 831 399 0 14 570 1200 606 293 304 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1687 1735 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.0 20.0 14.2 14.2 Cycle Q Clear(g_c), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.0 20.0 14.2 14.2 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 56 269 281 744 1204 802 33 880 1301 578 704 726 V/C Ratio(X) 0.57 0.70 0.70 1.12 0.33 0.00 0.43 0.65 0.92 1.05 0.42 0.42 Avail Cap(c_a), veh/h 100 665 695 744 1928 1126 89 1011 1404 578 713 736 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 46.8 46.8 45.9 28.4 0.0 57.2 39.5 9.5 48.9 25.3 25.3 Incr Delay (d2), s/veh 3.4 6.8 6.5 69.8 0.3 0.0 3.2 1.2 9.9 50.7 0.4 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 1.1 6.3 6.6 19.2 4.8 0.0 0.5 8.5 9.3 13.4 6.9 7.2 LnGrp Delay(d),s/veh 59.6 53.6 53.4 115.8 28.7 0.0 60.4 40.7 19.4 99.6 25.7 25.7 LnGrp LOS E D D F C E D B F C C
Approach Vol, veh/h 415 1230 1784 1203
Approach Delay, s/veh 54.0 87.5 26.5 62.9
Approach LOS D F C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 24.3 8.2 53.4 9.4 46.9 26.0 35.6 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 28.0 14.4 2.9 16.2 4.2 12.0 22.0 22.0 Green Ext Time (p_c), s 0.0 3.5 0.0 2.4 0.0 4.4 0.0 7.3 Intersection Summary
HCM 2010 Ctrl Delay 54.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 6: N Davis Rd & Post Dr/Commercial Dwy With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 32 232 117 12 191 223 1421 18 231 1027 44 Future Volume (veh/h) 99 32 232 117 12 191 223 1421 18 231 1027 44 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 66 80 234 118 12 193 225 1435 18 233 1037 44 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 308 323 272 251 26 244 238 1493 19 238 1021 453 Arrive On Green 0.18 0.18 0.18 0.17 0.16 0.16 0.13 0.29 0.29 0.13 0.29 0.29 Sat Flow, veh/h 1757 1845 1555 1617 164 1571 1774 5176 65 1774 3539 1572 Grp Volume(v), veh/h 66 80 234 130 0 193 225 940 513 233 1037 44 Grp Sat Flow(s),veh/h/ln 1757 1845 1555 1782 0 1571 1774 1695 1851 1774 1770 1572 Q Serve(g_s), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.5 26.5 12.7 28.0 2.0 Cycle Q Clear(g_c), s 3.1 3.6 14.2 6.4 0.0 11.5 12.2 26.5 26.5 12.7 28.0 2.0 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 308 323 272 277 0 244 238 978 534 238 1021 453 V/C Ratio(X) 0.21 0.25 0.86 0.47 0.00 0.79 0.95 0.96 0.96 0.98 1.02 0.10 Avail Cap(c_a), veh/h 362 380 320 459 0 405 238 978 534 238 1021 453 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 34.5 38.9 36.7 0.0 39.5 41.7 34.0 34.0 41.9 34.5 25.3 Incr Delay (d2), s/veh 0.3 0.4 18.1 1.2 0.0 5.7 43.8 20.0 29.3 52.8 32.2 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 1.6 1.9 7.5 3.2 0.0 5.4 8.9 15.1 17.9 9.7 18.2 0.9 LnGrp Delay(d),s/veh 34.7 34.9 57.0 37.9 0.0 45.2 85.6 54.0 63.3 94.8 66.8 25.4 LnGrp LOS C C E D D F D E F F C
Approach Vol, veh/h 380 323 1678 1314
Approach Delay, s/veh 48.5 42.3 61.1 70.4
Approach LOS D D E E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 19.0 34.0 21.1 19.0 34.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 16.2 14.2 30.0 13.5 14.7 28.5 Green Ext Time (p_c), s 0.6 0.0 0.0 1.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 61.4
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 375 139 143 315 260 183 1353 144 195 870 173 Future Volume (veh/h) 250 375 139 143 315 260 183 1353 144 195 870 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 260 391 145 149 328 0 191 1409 150 203 906 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 275 383 318 156 397 338 225 1380 605 207 1344 601 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.13 0.39 0.39 0.12 0.38 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 260 391 145 149 328 0 191 1409 150 203 906 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.8 18.5 7.4 7.5 15.1 0.0 9.5 35.1 5.9 10.3 19.2 0.0 Cycle Q Clear(g_c), s 6.8 18.5 7.4 7.5 15.1 0.0 9.5 35.1 5.9 10.3 19.2 0.0 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 275 383 318 156 397 338 225 1380 605 207 1344 601 V/C Ratio(X) 0.94 1.02 0.46 0.96 0.83 0.00 0.85 1.02 0.25 0.98 0.67 0.00 Avail Cap(c_a), veh/h 275 383 318 156 397 338 240 1380 605 207 1344 601 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.2 35.8 31.3 40.9 33.8 0.0 38.4 27.4 18.5 39.6 23.3 0.0 Incr Delay (d2), s/veh 39.4 51.5 1.0 59.1 13.3 0.0 22.7 29.6 0.2 56.9 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 14.9 3.3 6.2 9.2 0.0 6.0 22.7 2.5 8.3 9.6 0.0 LnGrp Delay(d),s/veh 80.6 87.2 32.4 100.0 47.1 0.0 61.2 57.0 18.7 96.5 24.6 0.0 LnGrp LOS F F C F D E F B F C
Approach Vol, veh/h 796 477 1750 1109
Approach Delay, s/veh 75.1 63.6 54.2 37.8
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.6 12.4 23.0 15.9 38.7 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 12.3 37.1 9.5 20.5 11.5 21.2 8.8 17.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 54.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 787 298 399 427 0 88 0 74 0 3 0 Future Volume (veh/h) 1 787 298 399 427 0 88 0 74 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 828 314 420 449 0 93 0 78 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 801 303 446 2035 0 404 0 355 0 454 0
Arrive On Green 0.00 0.33 0.33 0.26 0.59 0.00 0.24 0.00 0.24 0.00 0.24 0.00 Sat Flow, veh/h 1707 2417 915 1740 3563 0 1287 0 1455 0 1863 0 Grp Volume(v), veh/h 1 583 559 420 449 0 93 0 78 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1629 1740 1736 0 1287 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 18.9 4.9 0.0 4.7 0.0 3.4 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 18.9 4.9 0.0 4.8 0.0 3.4 0.0 0.1 0.0 Prop In Lane 1.00 0.56 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 564 540 446 2035 0 404 0 355 0 454 0 V/C Ratio(X) 0.43 1.03 1.04 0.94 0.22 0.00 0.23 0.00 0.22 0.00 0.01 0.00 Avail Cap(c_a), veh/h 107 564 540 446 2035 0 404 0 355 0 454 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.9 26.7 26.8 29.2 7.9 0.0 24.7 0.0 24.2 0.0 22.9 0.0 Incr Delay (d2), s/veh 91.1 46.7 48.4 28.5 0.1 0.0 1.3 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 19.7 19.1 12.6 2.3 0.0 1.8 0.0 1.5 0.0 0.1 0.0 LnGrp Delay(d),s/veh 131.1 73.5 75.1 57.7 7.9 0.0 26.1 0.0 25.6 0.0 22.9 0.0 LnGrp LOS F F F E A C C C
Approach Vol, veh/h 1143 869 171 3
Approach Delay, s/veh 74.3 32.0 25.8 22.9
Approach LOS E C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 25.0 31.0 24.0 4.6 51.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.8 20.9 28.5 2.1 2.0 6.9
Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 53.6
HCM 2010 LOS D
Appendix L
Level of Service
Calculations
Background Plus Project
Apartments
Conditions

HCM Signalized Intersection Capacity Analysis Background Plus Project Apts AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 234 892 1112 19 23 475
Future Volume (vph) 234 892 1112 19 23 475
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 223 3504 3477 1770 1583
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 257 980 1222 21 25 522
RTOR Reduction (vph) 0 0 0 0 0 158
Lane Group Flow (vph) 257 980 1243 0 25 364
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.6 20.6
Effective Green, g (s) 61.1 61.5 48.5 21.3 21.7
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 306 2399 1877 419 382
v/s Ratio Prot c0.08 0.28 0.36 0.01
v/s Ratio Perm c0.48 c0.23
v/c Ratio 0.84 0.41 0.66 0.06 0.95
Uniform Delay, d1 16.0 6.2 14.8 26.5 33.5
Progression Factor 1.75 0.38 1.00 1.00 1.00
Incremental Delay, d2 16.7 0.1 1.0 0.0 33.5
Delay (s) 44.7 2.5 15.8 26.5 67.1
Level of Service D A B C E
Approach Delay (s) 11.3 15.8 65.2
Approach LOS B B E
Intersection Summary
HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 11.6 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background Plus Project Apts AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 965 0 0 1315 272 313 1 162 0 0 0 Future Volume (vph) 0 965 0 0 1315 272 313 1 162 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3396 1624 1629 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3396 1624 1629 1530
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 1060 0 0 1445 299 344 1 178 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 108 0 0 0
Lane Group Flow (vph) 0 1060 0 0 1744 0 172 173 70 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.6 20.6 20.6
Effective Green, g (s) 61.5 48.5 21.3 21.3 21.3
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2364 1834 385 386 362
v/s Ratio Prot c0.31 c0.51 0.11 c0.11
v/s Ratio Perm 0.05
v/c Ratio 0.45 0.95 0.45 0.45 0.19
Uniform Delay, d1 6.4 19.5 29.2 29.2 27.4
Progression Factor 1.00 0.68 1.00 1.00 1.00
Incremental Delay, d2 0.2 8.2 0.8 0.8 0.3
Delay (s) 6.6 21.6 30.1 30.1 27.7
Level of Service A C C C C
Approach Delay (s) 6.6 21.6 29.2 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 89.8 Sum of lost time (s) 12.3 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1062 1347 0 231 399
Future Volume (veh/h) 0 1062 1347 0 231 399
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1167 1480 0 254 438
Adj No. of Lanes 022021
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 042044
Cap, veh/h 0 1713 1747 0 1152 530
Arrive On Green 0.00 0.50 0.50 0.00 0.35 0.35
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1167 1480 0 254 438
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 13.1 18.6 0.0 2.7 13.2
Cycle Q Clear(g_c), s 0.0 13.1 18.6 0.0 2.7 13.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1713 1747 0 1152 530
V/C Ratio(X) 0.00 0.68 0.85 0.00 0.22 0.83
Avail Cap(c_a), veh/h 0 2091 2132 0 1408 648
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 9.5 10.9 0.0 11.7 15.1
Incr Delay (d2), s/veh 0.0 0.4 2.4 0.0 0.1 6.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.1 9.4 0.0 1.2 6.5
LnGrp Delay(d),s/veh 0.0 10.0 13.3 0.0 11.7 21.9
LnGrp LOS A B B C
Approach Vol, veh/h 1167 1480 692
Approach Delay, s/veh 10.0 13.3 18.2
Approach LOS A B B
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.4 21.1 29.4
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 15.1 15.2 20.6
Green Ext Time (p_c), s 3.4 1.3 3.7
Intersection Summary
HCM 2010 Ctrl Delay 13.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 312 10 938 485 323 25 312 918 196 311 32 Future Volume (veh/h) 32 312 10 938 485 323 25 312 918 196 311 32 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 34 335 11 1009 522 0 27 335 987 211 334 34 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 61 487 16 1162 1585 837 55 662 1460 276 762 77 Arrive On Green 0.04 0.15 0.16 0.34 0.46 0.00 0.03 0.19 0.19 0.08 0.24 0.25 Sat Flow, veh/h 1659 3270 107 3374 3470 1552 1739 3470 2718 3342 3151 319 Grp Volume(v), veh/h 34 169 177 1009 522 0 27 335 987 211 181 187 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1687 1735 1552 1739 1735 1359 1671 1718 1752 Q Serve(g_s), s 2.0 9.8 9.8 28.2 9.7 0.0 1.5 8.7 8.2 6.2 9.0 9.1 Cycle Q Clear(g_c), s 2.0 9.8 9.8 28.2 9.7 0.0 1.5 8.7 8.2 6.2 9.0 9.1 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 61 246 256 1162 1585 837 55 662 1460 276 416 424 V/C Ratio(X) 0.56 0.69 0.69 0.87 0.33 0.00 0.49 0.51 0.68 0.76 0.44 0.44 Avail Cap(c_a), veh/h 120 751 782 1239 2597 1290 104 1199 1880 299 645 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 40.6 40.6 30.9 17.5 0.0 48.0 36.5 4.9 45.2 32.4 32.3 Incr Delay (d2), s/veh 3.0 7.1 6.9 7.3 0.3 0.0 2.5 0.6 0.7 12.9 0.7 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 4.9 5.2 14.2 4.7 0.0 0.8 4.2 4.2 3.4 4.4 4.5 LnGrp Delay(d),s/veh 50.7 47.7 47.5 38.2 17.8 0.0 50.5 37.1 5.5 58.1 33.1 33.0 LnGrp LOS DDDDB DDAECC
Approach Vol, veh/h 380 1531 1349 579
Approach Delay, s/veh 47.9 31.2 14.3 42.2
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.7 20.5 9.2 30.4 9.2 52.0 14.3 25.2 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 30.2 11.8 3.5 11.1 4.0 11.7 8.2 10.7 Green Ext Time (p_c), s 4.5 3.2 0.0 1.4 0.0 6.1 0.1 7.9 Intersection Summary
HCM 2010 Ctrl Delay 28.6
HCM 2010 LOS C
HCM 2010 TWSC Background Plus Project Apts AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 38.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Future Vol, veh/h 0 256 180 185 274 43 122 24 19 66 43 0 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 298 209 215 319 50 142 28 22 77 50 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 369 0 0 507 0 0 1097 1097 298 1177 1256 319 Stage 1 - - - - - - 298 298 - 749 749 -
Stage 2 - - - - - - 799 799 - 428 507 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1142 - - 1048 - - 189 211 737 168 171 722 Stage 1 - - - - - - 706 663 - 404 419 -
Stage 2 - - - - - - 376 395 - 605 539 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1142 - - 1048 - - ~ 115 168 737 120 136 722 Mov Cap-2 Maneuver - - - - - - ~ 115 168 - 120 136 -
Stage 1 - - - - - - 706 663 - 404 333 -
Stage 2 - - - - - - 254 314 - 562 539 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 176.5 148.6

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 115 255 1142 - - 1048 - - 126 -
HCM Lane V/C Ratio 1.234 0.196 - - - 0.205 - - 1.006 -
HCM Control Delay (s) 230.8 22.5 0 - - 9.3 - - 148.6 0
HCM Lane LOS F C A - - A - - F A
HCM 95th %tile Q(veh) 9.2 0.7 0 - - 0.8 - - 6.9 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 31 341 67 10 100 180 1118 15 132 1057 21 Future Volume (veh/h) 37 31 341 67 10 100 180 1118 15 132 1057 21 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 36 38 367 72 11 108 194 1202 16 142 1137 23 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 381 400 339 149 23 152 187 1674 22 174 1128 503 Arrive On Green 0.22 0.22 0.22 0.11 0.10 0.10 0.11 0.33 0.33 0.10 0.32 0.32 Sat Flow, veh/h 1707 1792 1522 1534 234 1563 1757 5122 68 1774 3539 1577 Grp Volume(v), veh/h 36 38 367 83 0 108 194 788 430 142 1137 23 Grp Sat Flow(s),veh/h/ln 1707 1792 1522 1768 0 1563 1757 1679 1833 1774 1770 1577 Q Serve(g_s), s 1.6 1.6 21.0 4.2 0.0 6.3 10.0 19.4 19.4 7.4 30.0 0.9 Cycle Q Clear(g_c), s 1.6 1.6 21.0 4.2 0.0 6.3 10.0 19.4 19.4 7.4 30.0 0.9 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 381 400 339 172 0 152 187 1097 599 174 1128 503 V/C Ratio(X) 0.09 0.10 1.08 0.48 0.00 0.71 1.04 0.72 0.72 0.82 1.01 0.05 Avail Cap(c_a), veh/h 381 400 339 469 0 415 187 1097 599 207 1128 503 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 29.0 36.6 39.6 0.0 41.2 42.1 27.9 27.9 41.6 32.1 22.2 Incr Delay (d2), s/veh 0.1 0.1 72.4 2.1 0.0 6.0 76.8 2.3 4.1 19.0 28.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 15.6 2.1 0.0 3.0 8.8 9.3 10.5 4.5 19.1 0.4 LnGrp Delay(d),s/veh 29.1 29.1 109.0 41.7 0.0 47.2 118.9 30.2 32.0 60.7 61.0 22.2 LnGrp LOS C C F D D F C C E F C
Approach Vol, veh/h 441 191 1412 1302
Approach Delay, s/veh 95.6 44.8 42.9 60.2
Approach LOS F D D E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 16.0 36.0 15.2 15.2 36.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 23.0 12.0 32.0 8.3 9.4 21.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 3.5
Intersection Summary
HCM 2010 Ctrl Delay 56.7
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 1 25 655 3 143 8 1010 535 227 1276 10 Future Volume (veh/h) 34 1 25 655 3 143 8 1010 535 227 1276 10 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 36 1 27 697 3 152 9 1074 569 241 1357 11 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 51 3 85 769 466 396 16 1347 603 198 1725 14
Arrive On Green 0.03 0.06 0.06 0.23 0.25 0.25 0.01 0.38 0.38 0.11 0.48 0.48 Sat Flow, veh/h 1774 57 1535 3408 1845 1568 1774 3539 1583 1757 3563 29 Grp Volume(v), veh/h 36 0 28 697 3 152 9 1074 569 241 667 701 Grp Sat Flow(s),veh/h/ln 1774 0 1592 1704 1845 1568 1774 1770 1583 1757 1752 1840 Q Serve(g_s), s 1.4 0.0 1.2 14.1 0.1 5.7 0.4 19.1 24.7 8.0 22.5 22.5 Cycle Q Clear(g_c), s 1.4 0.0 1.2 14.1 0.1 5.7 0.4 19.1 24.7 8.0 22.5 22.5 Prop In Lane 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 51 0 89 769 466 396 16 1347 603 198 848 891 V/C Ratio(X) 0.71 0.00 0.32 0.91 0.01 0.38 0.55 0.80 0.94 1.22 0.79 0.79 Avail Cap(c_a), veh/h 100 0 90 769 466 396 100 1347 603 198 848 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.2 0.0 32.2 26.7 19.9 21.9 35.0 19.5 21.2 31.5 15.2 15.2 Incr Delay (d2), s/veh 16.5 0.0 2.0 14.5 0.0 0.6 26.2 5.0 25.2 134.4 7.3 7.0 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 0.0 0.6 8.1 0.0 2.5 0.3 10.2 15.0 11.3 12.5 13.0 LnGrp Delay(d),s/veh 50.7 0.0 34.2 41.2 19.9 22.6 61.2 24.5 46.5 165.9 22.5 22.2 LnGrp LOS D C D B C E C D F C C
Approach Vol, veh/h 64 852 1652 1609
Approach Delay, s/veh 43.5 37.8 32.3 43.9
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 31.0 20.0 7.9 4.7 38.3 6.0 21.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 27.0 16.0 4.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 10.0 26.7 16.1 3.2 2.4 24.5 3.4 7.7 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 4.3 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 38.0
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 361 294 156 349 107 125 650 62 149 1260 246 Future Volume (veh/h) 154 361 294 156 349 107 125 650 62 149 1260 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 177 415 338 179 401 0 144 747 71 171 1448 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1301 577 207 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.37 0.37 0.12 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1570 1774 3539 1583 Grp Volume(v), veh/h 177 415 338 179 401 0 144 747 71 171 1448 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1570 1774 1770 1583 Q Serve(g_s), s 4.6 18.9 18.9 9.1 18.6 0.0 7.3 15.2 2.7 8.5 36.0 0.0 Cycle Q Clear(g_c), s 4.6 18.9 18.9 9.1 18.6 0.0 7.3 15.2 2.7 8.5 36.0 0.0 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 199 391 327 185 476 404 150 1301 577 207 1416 633 V/C Ratio(X) 0.89 1.06 1.03 0.97 0.84 0.00 0.96 0.57 0.12 0.82 1.02 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1301 577 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.1 35.5 35.5 40.1 31.7 0.0 41.1 22.8 18.8 38.8 27.0 0.0 Incr Delay (d2), s/veh 35.4 62.5 58.9 55.8 13.0 0.0 61.7 0.6 0.1 11.3 29.9 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 3.2 16.5 13.4 7.3 11.2 0.0 6.1 7.5 1.2 4.8 23.4 0.0 LnGrp Delay(d),s/veh 77.5 98.1 94.5 95.9 44.7 0.0 102.7 23.4 18.9 50.1 56.9 0.0 LnGrp LOS E F F F D F C B D F
Approach Vol, veh/h 930 580 962 1619
Approach Delay, s/veh 92.9 60.5 35.0 56.2
Approach LOS F E C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 37.6 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 10.5 17.2 11.1 20.9 9.3 38.0 6.6 20.6 Green Ext Time (p_c), s 0.2 4.0 0.0 0.0 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 60.1
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 498 156 108 378 3 176 0 192 7 2 0 Future Volume (veh/h) 0 498 156 108 378 3 176 0 192 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 607 190 132 461 4 215 0 234 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 754 236 166 1579 14 653 0 556 381 73 0
Arrive On Green 0.00 0.29 0.29 0.10 0.48 0.48 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2580 806 1630 3304 29 1465 0 1568 730 206 0 Grp Volume(v), veh/h 0 404 393 132 227 238 215 0 234 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1667 1630 1626 1707 1465 0 1568 936 0 0 Q Serve(g_s), s 0.0 11.7 11.7 4.2 4.5 4.5 0.0 0.0 6.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.7 11.7 4.2 4.5 4.5 5.2 0.0 6.1 5.2 0.0 0.0 Prop In Lane 1.00 0.48 1.00 0.02 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 502 487 166 777 815 653 0 556 454 0 0 V/C Ratio(X) 0.00 0.80 0.81 0.80 0.29 0.29 0.33 0.00 0.42 0.02 0.00 0.00 Avail Cap(c_a), veh/h 161 577 560 289 777 815 653 0 556 454 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.6 17.6 23.5 8.5 8.5 12.9 0.0 13.1 11.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 7.2 7.5 8.4 0.2 0.2 1.3 0.0 2.3 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.5 6.4 2.3 2.1 2.2 2.6 0.0 2.9 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 24.8 25.1 32.0 8.7 8.7 14.2 0.0 15.5 11.6 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 797 597 449 11
Approach Delay, s/veh 24.9 13.8 14.9 11.6
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.9 20.2 23.5 0.0 30.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 8.1 6.2 13.7 7.2 0.0 6.5
Green Ext Time (p_c), s 1.6 0.1 2.0 0.0 0.0 2.5
Intersection Summary
HCM 2010 Ctrl Delay 18.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 610 109 180 381 3 109 1 117 1 1 0 Future Volume (veh/h) 1 610 109 180 381 3 109 1 117 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 701 125 207 438 3 125 1 134 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 840 150 251 1477 10 576 4 488 296 266 0
Arrive On Green 0.00 0.29 0.29 0.15 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 2917 520 1660 3372 23 1393 13 1509 622 824 0 Grp Volume(v), veh/h 1 413 413 207 215 226 126 0 134 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1718 1660 1656 1739 1405 0 1509 1446 0 0 Q Serve(g_s), s 0.0 12.8 12.8 6.9 4.8 4.8 0.0 0.0 3.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 12.8 12.8 6.9 4.8 4.8 3.1 0.0 3.8 3.1 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 495 495 251 725 762 580 0 488 562 0 0 V/C Ratio(X) 0.33 0.83 0.83 0.82 0.30 0.30 0.22 0.00 0.27 0.00 0.00 0.00 Avail Cap(c_a), veh/h 151 544 543 295 725 762 580 0 488 562 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.4 19.0 19.0 23.4 10.3 10.3 14.1 0.0 14.3 13.1 0.0 0.0 Incr Delay (d2), s/veh 53.7 10.0 10.1 15.0 0.2 0.2 0.9 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 7.5 7.5 4.2 2.2 2.3 1.6 0.0 1.7 0.0 0.0 0.0 LnGrp Delay(d),s/veh 82.1 29.0 29.1 38.4 10.6 10.5 14.9 0.0 15.7 13.1 0.0 0.0 LnGrp LOS F C C D B B B B B
Approach Vol, veh/h 827 648 260 2
Approach Delay, s/veh 29.1 19.5 15.3 13.1
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 13.1 20.9 22.9 4.6 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.8 8.9 14.8 5.1 2.0 6.8
Green Ext Time (p_c), s 0.9 0.1 1.6 0.0 0.0 2.4
Intersection Summary
HCM 2010 Ctrl Delay 23.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 553 712 32 142 608 262 44 285 77 198 399 644 Future Volume (veh/h) 553 712 32 142 608 262 44 285 77 198 399 644 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 570 734 33 146 627 0 45 294 79 204 411 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 635 1009 45 180 735 329 69 657 173 235 619 526 Arrive On Green 0.18 0.29 0.29 0.10 0.21 0.00 0.04 0.24 0.24 0.13 0.34 0.00 Sat Flow, veh/h 3442 3450 155 1740 3471 1553 1740 2718 718 1757 1845 1568 Grp Volume(v), veh/h 570 376 391 146 627 0 45 186 187 204 411 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1740 1736 1553 1740 1736 1700 1757 1845 1568 Q Serve(g_s), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.2 7.4 9.0 15.0 0.0 Cycle Q Clear(g_c), s 12.7 15.0 15.0 6.5 13.7 0.0 2.0 7.2 7.4 9.0 15.0 0.0 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 635 518 537 180 735 329 69 419 411 235 619 526 V/C Ratio(X) 0.90 0.73 0.73 0.81 0.85 0.00 0.65 0.44 0.46 0.87 0.66 0.00 Avail Cap(c_a), veh/h 635 518 537 210 794 355 111 419 411 235 619 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.4 25.0 25.0 34.5 29.8 0.0 37.2 25.3 25.4 33.4 22.4 0.0 Incr Delay (d2), s/veh 15.7 5.1 4.9 18.3 8.5 0.0 9.8 3.4 3.6 27.7 5.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 8.1 8.3 4.0 7.4 0.0 1.2 3.8 3.8 6.2 8.6 0.0 LnGrp Delay(d),s/veh 47.0 30.1 29.9 52.8 38.3 0.0 47.0 28.7 29.0 61.1 27.9 0.0 LnGrp LOS DCCDD DCCEC
Approach Vol, veh/h 1337 773 418 615
Approach Delay, s/veh 37.3 41.0 30.8 38.9
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 12.6 27.5 7.6 30.9 19.0 21.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 11.0 9.4 8.5 17.0 4.0 17.0 14.7 15.7 Green Ext Time (p_c), s 0.0 1.5 0.0 2.4 0.0 1.5 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 37.7
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 422 107 319 322 283 35 449 383 230 593 91 Future Volume (veh/h) 120 422 107 319 322 283 35 449 383 230 593 91 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 138 485 123 367 370 325 40 516 440 264 682 105 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 173 755 288 394 629 530 66 817 377 327 1522 469 Arrive On Green 0.10 0.21 0.21 0.22 0.34 0.34 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1352 1774 1863 1569 1774 3390 1566 3442 5085 1567 Grp Volume(v), veh/h 138 485 123 367 370 325 40 516 440 264 682 105 Grp Sat Flow(s),veh/h/ln 1774 1770 1352 1774 1863 1569 1774 1695 1566 1721 1695 1567 Q Serve(g_s), s 6.0 9.8 6.2 16.0 12.9 13.6 1.8 10.7 19.0 5.9 8.6 4.0 Cycle Q Clear(g_c), s 6.0 9.8 6.2 16.0 12.9 13.6 1.8 10.7 19.0 5.9 8.6 4.0 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 173 755 288 394 629 530 66 817 377 327 1522 469 V/C Ratio(X) 0.80 0.64 0.43 0.93 0.59 0.61 0.61 0.63 1.17 0.81 0.45 0.22 Avail Cap(c_a), veh/h 248 808 309 394 629 530 133 817 377 327 1522 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.8 28.3 26.8 30.1 21.6 21.8 37.4 26.8 29.9 34.9 22.4 20.7 Incr Delay (d2), s/veh 11.1 1.6 1.0 28.8 1.4 2.1 8.8 3.7 99.7 13.7 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 4.9 2.4 11.0 6.8 6.2 1.0 5.4 18.5 3.4 4.1 1.8 LnGrp Delay(d),s/veh 45.9 29.8 27.8 58.8 23.0 23.9 46.2 30.5 129.6 48.7 23.3 21.8 LnGrp LOS D C C E CCDCFDCC
Approach Vol, veh/h 746 1062 996 1051
Approach Delay, s/veh 32.5 35.7 74.9 29.5
Approach LOS C D E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 23.5 22.0 21.3 7.4 28.1 12.2 31.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.9 21.0 18.0 11.8 3.8 10.6 8.0 15.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 3.6 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 43.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 197 432 105 145 603 97 78 537 123 211 810 176 Future Volume (veh/h) 197 432 105 145 603 97 78 537 123 211 810 176 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 221 485 118 163 678 109 88 603 138 237 910 198 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 776 188 202 769 124 200 958 424 272 1228 266 Arrive On Green 0.14 0.27 0.27 0.11 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 2822 682 1774 3051 490 3408 3505 1551 3442 4183 906 Grp Volume(v), veh/h 221 303 300 163 393 394 88 603 138 237 737 371 Grp Sat Flow(s),veh/h/ln 1774 1770 1735 1774 1770 1771 1704 1752 1551 1721 1695 1700 Q Serve(g_s), s 8.5 10.4 10.5 6.2 14.8 14.9 1.7 10.5 4.9 4.7 13.6 13.7 Cycle Q Clear(g_c), s 8.5 10.4 10.5 6.2 14.8 14.9 1.7 10.5 4.9 4.7 13.6 13.7 Prop In Lane 1.00 0.39 1.00 0.28 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 242 487 477 202 446 447 200 958 424 272 995 499 V/C Ratio(X) 0.91 0.62 0.63 0.81 0.88 0.88 0.44 0.63 0.33 0.87 0.74 0.74 Avail Cap(c_a), veh/h 242 487 477 227 458 459 245 958 424 272 995 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.6 22.0 22.1 30.1 25.0 25.0 31.6 22.2 20.2 31.7 22.2 22.2 Incr Delay (d2), s/veh 35.1 2.5 2.6 17.4 17.5 17.7 1.5 3.1 2.0 24.8 4.9 9.7 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 6.5 5.4 5.3 4.0 9.4 9.4 0.9 5.4 2.3 3.2 7.0 7.7 LnGrp Delay(d),s/veh 64.7 24.5 24.7 47.5 42.5 42.7 33.1 25.3 22.2 56.5 27.1 31.9 LnGrp LOS E CCDDDCCCECC
Approach Vol, veh/h 824 950 829 1345
Approach Delay, s/veh 35.4 43.4 25.6 33.6
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 12.4 23.6 8.6 24.9 14.0 22.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.7 12.5 8.2 12.5 3.7 15.7 10.5 16.9 Green Ext Time (p_c), s 0.0 2.4 0.0 1.9 0.0 2.4 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 34.7
HCM 2010 LOS C
HCM Signalized Intersection Capacity Analysis Background Plus Project Apts PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 488 1482 974 33 41 343
Future Volume (vph) 488 1482 974 33 41 343
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3469 1770 1583
Flt Permitted 0.15 1.00 1.00 0.95 1.00
Satd. Flow (perm) 268 3504 3469 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 493 1497 984 33 41 346
RTOR Reduction (vph) 0 0 0 0 0 262
Lane Group Flow (vph) 493 1497 1017 0 41 84
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 39.4 20.8 20.8
Effective Green, g (s) 61.1 61.5 40.5 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.45 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 463 2394 1561 422 385
v/s Ratio Prot c0.20 0.43 0.29 0.02
v/s Ratio Perm c0.52 c0.05
v/c Ratio 1.06 0.63 0.65 0.10 0.22
Uniform Delay, d1 22.7 7.9 19.3 26.7 27.2
Progression Factor 1.14 0.55 1.00 1.00 1.00
Incremental Delay, d2 51.8 0.4 1.1 0.1 0.2
Delay (s) 77.6 4.7 20.4 26.8 27.4
Level of Service E A C C C
Approach Delay (s) 22.7 20.4 27.4
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Background Plus Project Apts PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1578 0 0 1065 252 467 3 393 0 0 0 Future Volume (vph) 0 1578 0 0 1065 252 467 3 393 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3367 1656 1661 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3367 1656 1661 1560
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 1679 0 0 1133 268 497 3 418 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1679 0 0 1401 0 248 252 361 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 39.4 20.8 20.8 20.8
Effective Green, g (s) 61.5 40.5 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.45 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2382 1515 395 396 372
v/s Ratio Prot c0.48 c0.42 0.15 0.15
v/s Ratio Perm c0.23
v/c Ratio 0.70 0.92 0.63 0.64 0.97
Uniform Delay, d1 8.7 23.3 30.7 30.7 33.9
Progression Factor 1.00 0.44 1.00 1.00 1.00
Incremental Delay, d2 1.0 8.4 3.1 3.3 38.6
Delay (s) 9.7 18.8 33.8 34.1 72.6
Level of Service A B C C E
Approach Delay (s) 9.7 18.8 51.5 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.92
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1585 1381 0 427 406
Future Volume (veh/h) 0 1585 1381 0 427 406
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1651 1439 0 445 423
Adj No. of Lanes 022021
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022022
Cap, veh/h 0 1883 1883 0 1082 498
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1651 1439 0 445 423
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 22.6 17.7 0.0 5.6 13.9
Cycle Q Clear(g_c), s 0.0 22.6 17.7 0.0 5.6 13.9
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1883 1883 0 1082 498
V/C Ratio(X) 0.00 0.88 0.76 0.00 0.41 0.85
Avail Cap(c_a), veh/h 0 2159 2159 0 1140 524
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 11.0 9.9 0.0 14.6 17.4
Incr Delay (d2), s/veh 0.0 3.6 1.2 0.0 0.2 11.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.5 8.7 0.0 2.6 7.5
LnGrp Delay(d),s/veh 0.0 14.6 11.0 0.0 14.8 29.2
LnGrp LOS B B B C
Approach Vol, veh/h 1651 1439 868
Approach Delay, s/veh 14.6 11.0 21.8
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.7 21.1 33.7
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 24.6 15.9 19.7
Green Ext Time (p_c), s 3.9 0.6 4.3
Intersection Summary
HCM 2010 Ctrl Delay 14.9
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 360 8 824 383 580 13 549 1167 582 544 34 Future Volume (veh/h) 31 360 8 824 383 580 13 549 1167 582 544 34 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 32 375 8 858 399 0 14 572 1216 606 567 35 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 56 537 11 742 1201 800 33 886 1305 576 1352 83 Arrive On Green 0.03 0.16 0.17 0.22 0.35 0.00 0.02 0.25 0.25 0.17 0.40 0.41 Sat Flow, veh/h 1690 3375 72 3374 3470 1552 1756 3504 2759 3407 3352 207 Grp Volume(v), veh/h 32 187 196 858 399 0 14 572 1216 606 296 306 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1687 1735 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.5 20.0 14.3 14.4 Cycle Q Clear(g_c), s 2.2 12.4 12.4 26.0 10.0 0.0 0.9 17.2 20.5 20.0 14.3 14.4 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 56 268 280 742 1201 800 33 886 1305 576 707 729 V/C Ratio(X) 0.57 0.70 0.70 1.16 0.33 0.00 0.43 0.65 0.93 1.05 0.42 0.42 Avail Cap(c_a), veh/h 100 663 693 742 1922 1123 89 1008 1400 576 711 734 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 47.0 47.0 46.1 28.6 0.0 57.4 39.4 9.6 49.1 25.3 25.3 Incr Delay (d2), s/veh 3.4 6.8 6.6 85.2 0.3 0.0 3.2 1.2 11.0 51.7 0.4 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 1.1 6.3 6.6 20.8 4.9 0.0 0.5 8.5 9.6 13.5 7.0 7.2 LnGrp Delay(d),s/veh 59.8 53.8 53.6 131.3 28.9 0.0 60.6 40.6 20.6 100.8 25.7 25.7 LnGrp LOS E D D F C E D C F C C
Approach Vol, veh/h 415 1257 1802 1208
Approach Delay, s/veh 54.2 98.8 27.3 63.4
Approach LOS D F C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 24.3 8.2 53.7 9.4 46.9 26.0 35.9 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 28.0 14.4 2.9 16.4 4.2 12.0 22.0 22.5 Green Ext Time (p_c), s 0.0 3.5 0.0 2.5 0.0 4.4 0.0 7.2 Intersection Summary
HCM 2010 Ctrl Delay 58.2
HCM 2010 LOS E
HCM 2010 TWSC Background Plus Project Apts PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 9.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Future Vol, veh/h 7 256 94 130 193 78 110 54 46 57 32 1 Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 269 99 137 203 82 116 57 48 60 34 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 286 0 0 374 0 0 833 849 275 863 866 213 Stage 1 - - - - - - 289 289 - 478 478 -
Stage 2 - - - - - - 544 560 - 385 388 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1237 - - 1158 - - 286 296 759 275 291 827 Stage 1 - - - - - - 714 669 - 568 556 -
Stage 2 - - - - - - 520 507 - 638 609 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1236 - - 1152 - - 230 258 755 194 253 820 Mov Cap-2 Maneuver - - - - - - 230 258 - 194 253 -
Stage 1 - - - - - - 706 662 - 565 489 -
Stage 2 - - - - - - 423 446 - 543 602 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.8 27.5 34.5

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 230 370 1236 - - 1152 - - 212 820
HCM Lane V/C Ratio 0.503 0.284 0.006 - - 0.119 - - 0.442 0.001 HCM Control Delay (s) 35.5 18.6 7.9 - - 8.5 - - 34.8 9.4 HCM Lane LOS E C A - - A - - D A
HCM 95th %tile Q(veh) 2.6 1.2 0 - - 0.4 - - 2.1 0
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 32 232 119 12 191 223 1438 19 231 1057 44 Future Volume (veh/h) 99 32 232 119 12 191 223 1438 19 231 1057 44 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 66 80 234 120 12 193 225 1453 19 233 1068 44 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 308 323 272 252 25 244 238 1492 20 238 1021 453 Arrive On Green 0.18 0.18 0.18 0.17 0.16 0.16 0.13 0.29 0.29 0.13 0.29 0.29 Sat Flow, veh/h 1757 1845 1555 1620 162 1571 1774 5173 68 1774 3539 1572 Grp Volume(v), veh/h 66 80 234 132 0 193 225 952 520 233 1068 44 Grp Sat Flow(s),veh/h/ln 1757 1845 1555 1782 0 1571 1774 1695 1850 1774 1770 1572 Q Serve(g_s), s 3.1 3.6 14.2 6.5 0.0 11.5 12.2 27.0 27.0 12.7 28.0 2.0 Cycle Q Clear(g_c), s 3.1 3.6 14.2 6.5 0.0 11.5 12.2 27.0 27.0 12.7 28.0 2.0 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 308 323 272 277 0 244 238 978 534 238 1021 453 V/C Ratio(X) 0.21 0.25 0.86 0.48 0.00 0.79 0.95 0.97 0.97 0.98 1.05 0.10 Avail Cap(c_a), veh/h 362 380 320 459 0 404 238 978 534 238 1021 453 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 34.5 38.9 36.8 0.0 39.5 41.7 34.2 34.2 41.9 34.6 25.3 Incr Delay (d2), s/veh 0.3 0.4 18.1 1.3 0.0 5.7 43.9 22.6 32.3 52.9 41.1 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 1.6 1.9 7.5 3.3 0.0 5.4 8.9 15.6 18.5 9.7 19.4 0.9 LnGrp Delay(d),s/veh 34.7 34.9 57.0 38.0 0.0 45.1 85.6 56.8 66.5 94.8 75.7 25.4 LnGrp LOS C C E D D F E E F F C
Approach Vol, veh/h 380 325 1697 1345
Approach Delay, s/veh 48.5 42.3 63.6 77.3
Approach LOS D D E E
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 19.0 34.0 21.1 19.0 34.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 16.2 14.2 30.0 13.5 14.7 29.0 Green Ext Time (p_c), s 0.6 0.0 0.0 1.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 65.1
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 6 15 471 11 248 26 1410 746 158 1113 34 Future Volume (veh/h) 20 6 15 471 11 248 26 1410 746 158 1113 34 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 22 7 16 518 12 273 29 1549 820 174 1223 37 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 36 30 69 608 403 343 44 1537 687 159 1750 53 Arrive On Green 0.02 0.06 0.06 0.18 0.22 0.22 0.02 0.43 0.43 0.09 0.50 0.50 Sat Flow, veh/h 1774 505 1154 3442 1863 1583 1774 3539 1583 1774 3508 106 Grp Volume(v), veh/h 22 0 23 518 12 273 29 1549 820 174 617 643 Grp Sat Flow(s),veh/h/ln 1774 0 1659 1721 1863 1583 1774 1770 1583 1774 1770 1844 Q Serve(g_s), s 0.8 0.0 0.9 9.7 0.3 10.9 1.1 29.0 29.0 6.0 17.9 17.9 Cycle Q Clear(g_c), s 0.8 0.0 0.9 9.7 0.3 10.9 1.1 29.0 29.0 6.0 17.9 17.9 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 36 0 99 608 403 343 44 1537 687 159 883 920 V/C Ratio(X) 0.62 0.00 0.23 0.85 0.03 0.80 0.66 1.01 1.19 1.09 0.70 0.70 Avail Cap(c_a), veh/h 106 0 199 618 446 379 106 1537 687 159 883 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 29.9 26.6 20.6 24.8 32.3 18.9 18.9 30.4 12.9 12.9 Incr Delay (d2), s/veh 16.1 0.0 1.2 10.9 0.0 10.4 15.3 25.0 100.8 98.0 4.6 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 5.5 0.2 5.7 0.7 19.2 31.8 7.2 9.7 10.1 LnGrp Delay(d),s/veh 48.6 0.0 31.1 37.5 20.7 35.1 47.6 43.9 119.7 128.4 17.4 17.3 LnGrp LOS D CDCDDFFFBB
Approach Vol, veh/h 45 803 2398 1434
Approach Delay, s/veh 39.7 36.5 69.8 30.8
Approach LOS D D E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 33.0 15.8 8.0 5.7 37.3 5.3 18.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 29.0 12.0 8.0 4.0 31.0 4.0 16.0 Max Q Clear Time (g_c+I1), s 8.0 31.0 11.7 2.9 3.1 19.9 2.8 12.9 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.0 6.0 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 51.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 378 141 143 321 260 187 1353 144 195 870 173 Future Volume (veh/h) 250 378 141 143 321 260 187 1353 144 195 870 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 260 394 147 149 334 0 195 1409 150 203 906 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 275 383 318 156 397 338 229 1380 605 207 1336 598 Arrive On Green 0.08 0.21 0.21 0.09 0.21 0.00 0.13 0.39 0.39 0.12 0.38 0.00 Sat Flow, veh/h 3442 1863 1549 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 260 394 147 149 334 0 195 1409 150 203 906 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1549 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 6.8 18.5 7.5 7.5 15.5 0.0 9.7 35.1 5.9 10.3 19.3 0.0 Cycle Q Clear(g_c), s 6.8 18.5 7.5 7.5 15.5 0.0 9.7 35.1 5.9 10.3 19.3 0.0 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 275 383 318 156 397 338 229 1380 605 207 1336 598 V/C Ratio(X) 0.94 1.03 0.46 0.96 0.84 0.00 0.85 1.02 0.25 0.98 0.68 0.00 Avail Cap(c_a), veh/h 275 383 318 156 397 338 240 1380 605 207 1336 598 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.2 35.8 31.4 40.9 33.9 0.0 38.3 27.4 18.5 39.6 23.4 0.0 Incr Delay (d2), s/veh 39.4 53.6 1.0 59.1 14.8 0.0 23.5 29.6 0.2 56.9 1.4 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 4.7 15.2 3.3 6.2 9.6 0.0 6.2 22.7 2.5 8.3 9.7 0.0 LnGrp Delay(d),s/veh 80.6 89.4 32.4 100.0 48.8 0.0 61.8 57.0 18.7 96.5 24.8 0.0 LnGrp LOS F F C F D E F B F C
Approach Vol, veh/h 801 483 1754 1109
Approach Delay, s/veh 76.1 64.6 54.3 37.9
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 39.6 12.4 23.0 16.1 38.5 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 12.3 37.1 9.5 20.5 11.7 21.3 8.8 17.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 55.3
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 901 160 98 413 4 98 2 181 5 0 1 Future Volume (veh/h) 0 901 160 98 413 4 98 2 181 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 919 163 100 421 4 100 2 185 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1020 181 125 1729 16 583 10 508 417 11 62
Arrive On Green 0.00 0.36 0.36 0.07 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 2865 508 1675 3393 32 1377 31 1524 904 32 187 Grp Volume(v), veh/h 0 541 541 100 207 218 102 0 185 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1686 1675 1671 1754 1408 0 1524 1123 0 0 Q Serve(g_s), s 0.0 17.4 17.4 3.4 4.0 4.0 0.0 0.0 5.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.4 17.4 3.4 4.0 4.0 2.4 0.0 5.3 2.4 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.02 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 601 601 125 852 894 594 0 508 490 0 0 V/C Ratio(X) 0.00 0.90 0.90 0.80 0.24 0.24 0.17 0.00 0.36 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 615 615 190 852 894 594 0 508 490 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.5 26.1 7.9 7.9 13.5 0.0 14.5 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 16.1 16.2 12.7 0.1 0.1 0.6 0.0 2.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.7 10.7 2.0 1.8 1.9 1.2 0.0 2.5 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 33.6 33.7 38.8 8.0 8.0 14.2 0.0 16.5 12.9 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 1082 525 287 6
Approach Delay, s/veh 33.7 13.9 15.7 12.9
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.8 24.9 23.6 0.0 33.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 7.3 5.4 19.4 4.4 0.0 6.0
Green Ext Time (p_c), s 0.9 0.0 1.0 0.0 0.0 2.3
Intersection Summary
HCM 2010 Ctrl Delay 25.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 788 304 400 427 0 88 0 74 0 3 0 Future Volume (veh/h) 1 788 304 400 427 0 88 0 74 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 829 320 421 449 0 93 0 78 0 3 0
Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 796 307 446 2035 0 404 0 355 0 454 0
Arrive On Green 0.00 0.33 0.33 0.26 0.59 0.00 0.24 0.00 0.24 0.00 0.24 0.00 Sat Flow, veh/h 1707 2404 926 1740 3563 0 1287 0 1455 0 1863 0 Grp Volume(v), veh/h 1 587 562 421 449 0 93 0 78 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1627 1740 1736 0 1287 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 19.0 4.9 0.0 4.7 0.0 3.4 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 19.0 4.9 0.0 4.8 0.0 3.4 0.0 0.1 0.0 Prop In Lane 1.00 0.57 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 564 539 446 2035 0 404 0 355 0 454 0 V/C Ratio(X) 0.43 1.04 1.04 0.94 0.22 0.00 0.23 0.00 0.22 0.00 0.01 0.00 Avail Cap(c_a), veh/h 107 564 539 446 2035 0 404 0 355 0 454 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.9 26.7 26.8 29.2 7.9 0.0 24.7 0.0 24.2 0.0 22.9 0.0 Incr Delay (d2), s/veh 91.1 48.7 50.5 29.0 0.1 0.0 1.3 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 20.0 19.4 12.7 2.3 0.0 1.8 0.0 1.5 0.0 0.1 0.0 LnGrp Delay(d),s/veh 131.1 75.4 77.2 58.2 7.9 0.0 26.1 0.0 25.6 0.0 22.9 0.0 LnGrp LOS F F F E A C C C
Approach Vol, veh/h 1150 870 171 3
Approach Delay, s/veh 76.4 32.2 25.8 22.9
Approach LOS E C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 25.0 31.0 24.0 4.6 51.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.8 21.0 28.5 2.1 2.0 6.9
Green Ext Time (p_c), s 0.5 0.0 0.0 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 54.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 521 691 12 86 745 297 37 316 165 248 285 561 Future Volume (veh/h) 521 691 12 86 745 297 37 316 165 248 285 561 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 543 720 12 90 776 0 39 329 172 258 297 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 1148 19 115 810 363 64 547 280 253 648 551 Arrive On Green 0.16 0.32 0.32 0.07 0.23 0.00 0.04 0.24 0.24 0.14 0.35 0.00 Sat Flow, veh/h 3442 3562 59 1757 3505 1568 1757 2244 1150 1757 1845 1568 Grp Volume(v), veh/h 543 358 374 90 776 0 39 255 246 258 297 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1852 1757 1752 1568 1757 1752 1642 1757 1845 1568 Q Serve(g_s), s 12.5 13.7 13.7 4.0 17.5 0.0 1.8 10.3 10.6 11.5 10.0 0.0 Cycle Q Clear(g_c), s 12.5 13.7 13.7 4.0 17.5 0.0 1.8 10.3 10.6 11.5 10.0 0.0 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.70 1.00 1.00
Lane Grp Cap(c), veh/h 538 570 597 115 810 363 64 427 400 253 648 551 V/C Ratio(X) 1.01 0.63 0.63 0.78 0.96 0.00 0.61 0.60 0.61 1.02 0.46 0.00 Avail Cap(c_a), veh/h 538 570 597 143 810 363 112 427 400 253 648 551 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 23.0 23.0 36.8 30.4 0.0 38.0 26.8 26.9 34.3 20.1 0.0 Incr Delay (d2), s/veh 41.3 2.2 2.1 19.9 21.8 0.0 9.2 6.1 6.9 62.3 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 7.0 7.3 2.6 10.9 0.0 1.0 5.7 5.5 9.9 5.5 0.0 LnGrp Delay(d),s/veh 75.0 25.2 25.1 56.7 52.2 0.0 47.2 32.8 33.8 96.7 22.4 0.0 LnGrp LOS F C C E D D C C F C
Approach Vol, veh/h 1275 866 540 555
Approach Delay, s/veh 46.4 52.6 34.3 56.9
Approach LOS D D C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 9.7 30.3 7.4 32.6 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 12.6 6.0 15.7 3.8 12.0 14.5 19.5 Green Ext Time (p_c), s 0.0 1.7 0.0 3.0 0.0 1.4 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 47.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 238 66 239 238 257 118 1026 260 199 1183 241 Future Volume (veh/h) 214 238 66 239 238 257 118 1026 260 199 1183 241 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 223 248 69 249 248 268 123 1069 271 207 1232 251 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 266 721 314 292 406 341 156 1201 304 269 1468 447 Arrive On Green 0.15 0.20 0.20 0.16 0.22 0.22 0.09 0.30 0.30 0.08 0.29 0.29 Sat Flow, veh/h 1774 3539 1544 1774 1863 1562 1774 4029 1021 3442 5085 1550 Grp Volume(v), veh/h 223 248 69 249 248 268 123 899 441 207 1232 251 Grp Sat Flow(s),veh/h/ln 1774 1770 1544 1774 1863 1562 1774 1695 1659 1721 1695 1550 Q Serve(g_s), s 8.6 4.2 2.6 9.6 8.5 11.4 4.8 17.8 17.9 4.2 16.0 9.7 Cycle Q Clear(g_c), s 8.6 4.2 2.6 9.6 8.5 11.4 4.8 17.8 17.9 4.2 16.0 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.62 1.00 1.00
Lane Grp Cap(c), veh/h 266 721 314 292 406 341 156 1011 495 269 1468 447 V/C Ratio(X) 0.84 0.34 0.22 0.85 0.61 0.79 0.79 0.89 0.89 0.77 0.84 0.56 Avail Cap(c_a), veh/h 302 905 395 315 489 410 164 1011 495 269 1468 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 24.0 23.4 28.6 24.8 26.0 31.5 23.6 23.6 31.8 23.5 21.3 Incr Delay (d2), s/veh 16.8 0.3 0.3 18.7 1.6 8.2 21.7 11.6 20.8 12.8 5.9 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 2.1 1.1 6.2 4.5 5.7 3.3 10.0 11.1 2.5 8.2 4.7 LnGrp Delay(d),s/veh 45.9 24.3 23.7 47.3 26.4 34.2 53.2 35.3 44.4 44.6 29.4 26.3 LnGrp LOS DCCDCCDDDDCC
Approach Vol, veh/h 540 765 1463 1690
Approach Delay, s/veh 33.1 35.9 39.5 30.8
Approach LOS CDDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 16.1 18.8 10.7 24.8 15.1 19.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.2 19.9 11.6 6.2 6.8 18.0 10.6 13.4 Green Ext Time (p_c), s 0.0 0.9 0.1 1.3 0.0 1.5 0.1 1.1 Intersection Summary
HCM 2010 Ctrl Delay 34.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 241 674 89 176 547 185 152 968 202 327 919 226 Future Volume (veh/h) 241 674 89 176 547 185 152 968 202 327 919 226 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 246 688 91 180 558 189 155 988 206 334 938 231 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 255 816 108 193 584 197 230 1062 463 366 1376 338 Arrive On Green 0.14 0.26 0.26 0.11 0.22 0.22 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3137 415 1774 2595 876 3442 3539 1544 3442 4054 995 Grp Volume(v), veh/h 246 388 391 180 380 367 155 988 206 334 784 385 Grp Sat Flow(s),veh/h/ln 1774 1770 1782 1774 1770 1701 1721 1770 1544 1721 1695 1659 Q Serve(g_s), s 11.0 16.6 16.7 8.1 17.0 17.1 3.5 21.7 8.6 7.7 15.9 16.0 Cycle Q Clear(g_c), s 11.0 16.6 16.7 8.1 17.0 17.1 3.5 21.7 8.6 7.7 15.9 16.0 Prop In Lane 1.00 0.23 1.00 0.51 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 255 460 463 193 398 383 230 1062 463 366 1151 563 V/C Ratio(X) 0.96 0.84 0.84 0.93 0.95 0.96 0.67 0.93 0.44 0.91 0.68 0.68 Avail Cap(c_a), veh/h 255 460 463 193 398 383 237 1062 463 366 1151 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 28.1 28.1 35.4 30.6 30.6 36.5 27.2 22.6 35.4 22.7 22.7 Incr Delay (d2), s/veh 46.4 13.3 13.4 46.0 33.4 35.3 7.1 15.3 3.1 26.6 3.3 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 9.8 9.9 6.4 11.9 11.7 1.9 12.8 4.1 5.0 7.9 8.3 LnGrp Delay(d),s/veh 80.5 41.4 41.4 81.4 64.0 65.9 43.6 42.4 25.7 62.0 26.0 29.3 LnGrp LOS F D D F E E D D C E C C
Approach Vol, veh/h 1025 927 1349 1503
Approach Delay, s/veh 50.8 68.1 40.0 34.8
Approach LOS D E D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 9.8 31.7 16.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 9.7 23.7 10.1 18.7 5.5 18.0 13.0 19.1 Green Ext Time (p_c), s 0.0 0.2 0.0 1.0 0.0 5.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 46.1
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 312 10 938 485 323 25 312 918 196 311 32 Future Volume (veh/h) 32 312 10 938 485 323 25 312 918 196 311 32 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 34 335 11 1009 522 0 27 335 987 211 334 34 Adj No. of Lanes 120311122220
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, % 888333333444
Cap, veh/h 64 512 17 1344 716 743 58 732 1322 291 835 84 Arrive On Green 0.04 0.16 0.17 0.27 0.39 0.00 0.03 0.21 0.21 0.09 0.26 0.28 Sat Flow, veh/h 1659 3270 107 4905 1826 1552 1739 3470 2719 3342 3152 319 Grp Volume(v), veh/h 34 169 177 1009 522 0 27 335 987 211 181 187 Grp Sat Flow(s),veh/h/ln 1659 1655 1723 1635 1826 1552 1739 1735 1360 1671 1718 1752 Q Serve(g_s), s 1.7 8.3 8.4 16.3 21.1 0.0 1.3 7.3 7.7 5.3 7.5 7.6 Cycle Q Clear(g_c), s 1.7 8.3 8.4 16.3 21.1 0.0 1.3 7.3 7.7 5.3 7.5 7.6 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 64 259 270 1344 716 743 58 732 1322 291 455 464 V/C Ratio(X) 0.53 0.65 0.66 0.75 0.73 0.00 0.47 0.46 0.75 0.73 0.40 0.40 Avail Cap(c_a), veh/h 140 873 909 1529 1379 1307 121 1395 1841 347 750 765 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 34.3 34.3 28.7 22.4 0.0 41.1 29.8 4.9 38.5 26.2 26.1 Incr Delay (d2), s/veh 2.5 5.8 5.7 2.5 3.1 0.0 2.2 0.4 1.1 8.9 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.2 4.4 7.6 11.2 0.0 0.7 3.5 4.0 2.8 3.6 3.8 LnGrp Delay(d),s/veh 43.3 40.1 39.9 31.2 25.5 0.0 43.3 30.3 6.0 47.4 26.7 26.7 LnGrp LOS DDDCC DCADCC
Approach Vol, veh/h 380 1531 1349 579
Approach Delay, s/veh 40.3 29.3 12.8 34.2
Approach LOS D C B C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.7 19.1 8.9 28.9 8.9 39.9 13.5 24.3 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 27.0 45.7 6.0 37.8 7.3 65.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 18.3 10.4 3.3 9.6 3.7 23.1 7.3 9.7 Green Ext Time (p_c), s 5.4 3.2 0.0 1.4 0.0 5.9 0.2 8.0 Intersection Summary
HCM 2010 Ctrl Delay 25.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 6: N Davis Rd & Post Dr/Commercial Dwy With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 31 341 67 10 100 180 1118 15 132 1057 21 Future Volume (veh/h) 37 31 341 67 10 100 180 1118 15 132 1057 21 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 40 33 367 72 11 108 194 1202 16 142 1137 23 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 349 492 418 327 43 430 233 1944 26 178 1230 548 Arrive On Green 0.27 0.27 0.27 0.29 0.27 0.27 0.13 0.38 0.38 0.10 0.35 0.35 Sat Flow, veh/h 1219 1792 1522 857 157 1566 1757 5122 68 1774 3539 1578 Grp Volume(v), veh/h 40 33 367 83 0 108 194 788 430 142 1137 23 Grp Sat Flow(s),veh/h/ln 1219 1792 1522 1014 0 1566 1757 1679 1833 1774 1770 1578 Q Serve(g_s), s 2.0 1.0 16.9 4.0 0.0 3.9 7.9 13.9 13.9 5.7 22.6 0.7 Cycle Q Clear(g_c), s 7.0 1.0 16.9 5.0 0.0 3.9 7.9 13.9 13.9 5.7 22.6 0.7 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 349 492 418 391 0 430 233 1274 696 178 1230 548 V/C Ratio(X) 0.11 0.07 0.88 0.21 0.00 0.25 0.83 0.62 0.62 0.80 0.92 0.04 Avail Cap(c_a), veh/h 447 636 540 474 0 556 240 1274 696 218 1255 560 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 19.7 25.4 20.7 0.0 20.7 31.0 18.4 18.4 32.2 23.0 15.8 Incr Delay (d2), s/veh 0.1 0.1 12.6 0.3 0.0 0.3 21.2 0.9 1.7 15.4 11.4 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 0.7 0.5 8.5 1.3 0.0 1.7 5.2 6.6 7.4 3.6 13.0 0.3 LnGrp Delay(d),s/veh 24.0 19.7 38.0 21.0 0.0 21.0 52.2 19.3 20.1 47.7 34.4 15.9 LnGrp LOS C B D C C D B C D C B
Approach Vol, veh/h 440 191 1412 1302
Approach Delay, s/veh 35.4 21.0 24.1 35.5
Approach LOS DCCD
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 26.1 15.7 31.5 26.1 13.4 33.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 26.0 10.0 26.0 26.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 18.9 9.9 24.6 7.0 7.7 15.9 Green Ext Time (p_c), s 1.2 0.0 0.8 0.8 0.1 4.4
Intersection Summary
HCM 2010 Ctrl Delay 29.9
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 361 294 156 349 107 125 650 62 149 1260 246 Future Volume (veh/h) 154 361 294 156 349 107 125 650 62 149 1260 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 177 415 338 179 401 0 144 747 71 171 1448 0 Adj No. of Lanes 211111130130
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 249 449 376 209 531 451 171 1503 142 208 1724 0 Arrive On Green 0.07 0.24 0.24 0.12 0.29 0.00 0.10 0.32 0.32 0.12 0.34 0.00 Sat Flow, veh/h 3442 1863 1560 1757 1845 1568 1774 4723 446 1774 5253 0 Grp Volume(v), veh/h 177 415 338 179 401 0 144 535 283 171 1448 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1560 1757 1845 1568 1774 1695 1779 1774 1695 0 Q Serve(g_s), s 4.4 19.2 18.5 8.8 17.4 0.0 7.0 11.3 11.4 8.3 23.2 0.0 Cycle Q Clear(g_c), s 4.4 19.2 18.5 8.8 17.4 0.0 7.0 11.3 11.4 8.3 23.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.00
Lane Grp Cap(c), veh/h 249 449 376 209 531 451 171 1079 566 208 1724 0 V/C Ratio(X) 0.71 0.92 0.90 0.85 0.76 0.00 0.84 0.50 0.50 0.82 0.84 0.00 Avail Cap(c_a), veh/h 270 450 377 209 531 451 171 1079 566 320 1830 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.0 32.7 32.4 38.1 28.5 0.0 39.1 24.3 24.4 38.0 26.9 0.0 Incr Delay (d2), s/veh 7.8 24.9 23.6 27.5 6.1 0.0 29.6 0.4 0.7 9.6 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 12.9 10.4 5.9 9.7 0.0 4.8 5.3 5.7 4.6 11.4 0.0 LnGrp Delay(d),s/veh 47.7 57.5 56.0 65.6 34.7 0.0 68.7 24.7 25.0 47.5 30.4 0.0 LnGrp LOS D E E E C E CCDC
Approach Vol, veh/h 930 580 962 1619
Approach Delay, s/veh 55.1 44.2 31.4 32.2
Approach LOS E D C C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.8 32.5 15.0 25.7 13.0 34.4 10.9 29.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.9 24.3 10.5 21.3 8.5 31.7 6.9 24.9 Max Q Clear Time (g_c+I1), s 10.3 13.4 10.8 21.2 9.0 25.2 6.4 19.4 Green Ext Time (p_c), s 0.2 4.0 0.0 0.1 0.0 4.7 0.0 1.1 Intersection Summary
HCM 2010 Ctrl Delay 38.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 610 109 180 381 3 109 1 117 1 1 0 Future Volume (veh/h) 1 610 109 180 381 3 109 1 117 1 1 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1810 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 701 125 207 438 3 125 1 134 1 1 0 Adj No. of Lanes 121120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 925 414 252 1415 10 594 4 504 308 277 0
Arrive On Green 0.00 0.27 0.27 0.15 0.42 0.42 0.33 0.33 0.33 0.33 0.33 0.00 Sat Flow, veh/h 1723 3438 1538 1660 3372 23 1390 13 1509 628 830 0 Grp Volume(v), veh/h 1 701 125 207 215 226 126 0 134 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1538 1660 1656 1739 1403 0 1509 1458 0 0 Q Serve(g_s), s 0.0 10.3 3.6 6.7 4.8 4.8 0.0 0.0 3.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 10.3 3.6 6.7 4.8 4.8 3.0 0.0 3.6 3.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 925 414 252 695 730 599 0 504 585 0 0 V/C Ratio(X) 0.32 0.76 0.30 0.82 0.31 0.31 0.21 0.00 0.27 0.00 0.00 0.00 Avail Cap(c_a), veh/h 156 1123 502 304 695 730 599 0 504 585 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.5 18.5 16.0 22.6 10.7 10.7 13.2 0.0 13.4 12.2 0.0 0.0 Incr Delay (d2), s/veh 50.2 2.4 0.4 13.9 0.3 0.2 0.8 0.0 1.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.2 1.5 4.0 2.2 2.3 1.5 0.0 1.7 0.0 0.0 0.0 LnGrp Delay(d),s/veh 77.7 20.9 16.4 36.5 10.9 10.9 14.0 0.0 14.7 12.3 0.0 0.0 LnGrp LOS E C B D B B B B B
Approach Vol, veh/h 827 648 260 2
Approach Delay, s/veh 20.3 19.1 14.4 12.3
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 12.9 19.3 22.9 4.6 27.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.6 8.7 12.3 5.0 2.0 6.8
Green Ext Time (p_c), s 0.9 0.1 2.5 0.0 0.0 2.4
Intersection Summary
HCM 2010 Ctrl Delay 19.0
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 360 8 824 383 580 13 549 1167 582 544 34 Future Volume (veh/h) 31 360 8 824 383 580 13 549 1167 582 544 34 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 32 375 8 858 399 0 14 572 1216 606 567 35 Adj No. of Lanes 120311122220
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, % 666333222222
Cap, veh/h 56 538 11 913 571 785 33 920 1238 658 1465 90 Arrive On Green 0.03 0.16 0.17 0.19 0.31 0.00 0.02 0.26 0.26 0.19 0.44 0.45 Sat Flow, veh/h 1690 3375 72 4905 1826 1552 1756 3504 2759 3407 3352 207 Grp Volume(v), veh/h 32 187 196 858 399 0 14 572 1216 606 296 306 Grp Sat Flow(s),veh/h/ln 1690 1686 1762 1635 1826 1552 1756 1752 1379 1704 1752 1807 Q Serve(g_s), s 2.2 12.4 12.4 20.4 22.7 0.0 0.9 17.0 22.7 20.6 13.5 13.6 Cycle Q Clear(g_c), s 2.2 12.4 12.4 20.4 22.7 0.0 0.9 17.0 22.7 20.6 13.5 13.6 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 56 269 281 913 571 785 33 920 1238 658 765 790 V/C Ratio(X) 0.57 0.70 0.70 0.94 0.70 0.00 0.43 0.62 0.98 0.92 0.39 0.39 Avail Cap(c_a), veh/h 103 678 708 913 963 1118 89 1008 1307 663 765 790 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 47.0 47.0 47.4 35.7 0.0 57.4 38.4 10.8 46.8 22.5 22.5 Incr Delay (d2), s/veh 3.4 6.8 6.5 17.5 3.3 0.0 3.2 1.0 20.3 18.9 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.3 6.6 10.7 11.9 0.0 0.5 8.4 11.9 11.4 6.6 6.8 LnGrp Delay(d),s/veh 59.7 53.7 53.5 64.9 39.0 0.0 60.6 39.4 31.1 65.7 22.9 22.8 LnGrp LOS E D D E D E D C E C C
Approach Vol, veh/h 415 1257 1802 1208
Approach Delay, s/veh 54.1 56.7 34.0 44.3
Approach LOS D E C D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.0 24.3 8.2 57.6 9.4 42.9 28.8 37.0 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 22.0 47.5 6.0 51.0 7.2 62.3 23.0 34.0 Max Q Clear Time (g_c+I1), s 22.4 14.4 2.9 15.6 4.2 24.7 22.6 24.7 Green Ext Time (p_c), s 0.0 3.5 0.0 2.5 0.0 4.1 0.2 6.1 Intersection Summary
HCM 2010 Ctrl Delay 44.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 6: N Davis Rd & Post Dr/Commercial Dwy With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 32 232 119 12 191 223 1438 19 231 1057 44 Future Volume (veh/h) 99 32 232 119 12 191 223 1438 19 231 1057 44 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 100 32 234 120 12 193 225 1453 19 233 1068 44 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 262 444 375 339 29 379 268 1757 23 276 1217 541 Arrive On Green 0.24 0.24 0.24 0.26 0.24 0.24 0.15 0.34 0.34 0.16 0.34 0.34 Sat Flow, veh/h 1157 1845 1558 990 120 1575 1774 5173 68 1774 3539 1574 Grp Volume(v), veh/h 100 32 234 132 0 193 225 952 520 233 1068 44 Grp Sat Flow(s),veh/h/ln 1157 1845 1558 1109 0 1575 1774 1695 1850 1774 1770 1574 Q Serve(g_s), s 5.6 0.9 9.1 6.3 0.0 7.2 8.4 17.6 17.6 8.7 19.3 1.3 Cycle Q Clear(g_c), s 12.8 0.9 9.1 7.2 0.0 7.2 8.4 17.6 17.6 8.7 19.3 1.3 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 262 444 375 392 0 379 268 1151 628 276 1217 541 V/C Ratio(X) 0.38 0.07 0.62 0.34 0.00 0.51 0.84 0.83 0.83 0.84 0.88 0.08 Avail Cap(c_a), veh/h 425 704 595 554 0 601 287 1244 679 287 1299 578 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 20.0 23.1 22.0 0.0 22.4 28.1 20.7 20.7 28.0 21.0 15.1 Incr Delay (d2), s/veh 0.9 0.1 1.7 0.5 0.0 1.1 18.4 4.5 7.9 19.6 6.8 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 1.8 0.5 4.1 2.1 0.0 3.3 5.5 8.9 10.3 5.8 10.5 0.6 LnGrp Delay(d),s/veh 28.8 20.1 24.8 22.5 0.0 23.4 46.5 25.1 28.5 47.5 27.8 15.1 LnGrp LOS CCCC CDCCDCB
Approach Vol, veh/h 366 325 1697 1345
Approach Delay, s/veh 25.5 23.1 29.0 30.8
Approach LOS CCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.4 16.3 29.4 22.4 16.6 29.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 26.0 11.0 25.0 26.0 11.0 25.0 Max Q Clear Time (g_c+I1), s 14.8 10.4 21.3 9.2 10.7 19.6 Green Ext Time (p_c), s 1.3 0.1 1.9 1.4 0.0 3.2
Intersection Summary
HCM 2010 Ctrl Delay 28.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 378 141 143 321 260 187 1353 144 195 870 173 Future Volume (veh/h) 250 378 141 143 321 260 187 1353 144 195 870 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 260 394 147 149 334 0 195 1409 150 203 906 0 Adj No. of Lanes 211111130130
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, % 222222222222
Cap, veh/h 305 427 356 177 448 381 231 1580 168 231 1725 0 Arrive On Green 0.09 0.23 0.23 0.10 0.24 0.00 0.13 0.34 0.34 0.13 0.34 0.00 Sat Flow, veh/h 3442 1863 1552 1774 1863 1583 1774 4656 496 1774 5253 0 Grp Volume(v), veh/h 260 394 147 149 334 0 195 1026 533 203 906 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1552 1774 1863 1583 1774 1695 1761 1774 1695 0 Q Serve(g_s), s 6.6 18.5 7.2 7.4 14.8 0.0 9.6 25.6 25.6 10.0 12.8 0.0 Cycle Q Clear(g_c), s 6.6 18.5 7.2 7.4 14.8 0.0 9.6 25.6 25.6 10.0 12.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.00
Lane Grp Cap(c), veh/h 305 427 356 177 448 381 231 1151 598 231 1725 0 V/C Ratio(X) 0.85 0.92 0.41 0.84 0.75 0.00 0.85 0.89 0.89 0.88 0.53 0.00 Avail Cap(c_a), veh/h 305 428 356 177 449 381 272 1177 612 231 1725 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.1 33.6 29.3 39.5 31.4 0.0 38.0 27.9 27.9 38.2 23.7 0.0 Incr Delay (d2), s/veh 20.3 25.4 0.8 29.0 6.7 0.0 18.7 8.7 15.1 30.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 12.4 3.2 5.0 8.4 0.0 5.9 13.4 15.0 6.8 6.0 0.0 LnGrp Delay(d),s/veh 60.4 59.0 30.0 68.5 38.0 0.0 56.6 36.7 43.1 68.2 24.0 0.0 LnGrp LOS E E C E D E D D E C
Approach Vol, veh/h 801 483 1754 1109
Approach Delay, s/veh 54.2 47.4 40.8 32.1
Approach LOS DDDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 34.8 13.4 25.0 16.1 34.8 12.4 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.6 31.0 8.9 20.5 13.7 28.9 7.9 21.5 Max Q Clear Time (g_c+I1), s 12.0 27.6 9.4 20.5 11.6 14.8 8.6 16.8 Green Ext Time (p_c), s 0.0 2.7 0.0 0.0 0.1 5.4 0.0 0.8 Intersection Summary
HCM 2010 Ctrl Delay 41.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Background Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 788 304 400 427 0 88 0 74 0 3 0 Future Volume (veh/h) 1 788 304 400 427 0 88 0 74 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 829 320 421 449 0 93 0 78 0 3 0
Adj No. of Lanes 121120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 1031 461 458 1959 0 425 0 373 0 478 0
Arrive On Green 0.00 0.30 0.30 0.26 0.56 0.00 0.26 0.00 0.26 0.00 0.26 0.00 Sat Flow, veh/h 1707 3406 1521 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 829 320 421 449 0 93 0 78 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1521 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 17.0 14.1 17.9 4.9 0.0 4.4 0.0 3.2 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 17.0 14.1 17.9 4.9 0.0 4.5 0.0 3.2 0.0 0.1 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 1031 461 458 1959 0 425 0 373 0 478 0 V/C Ratio(X) 0.43 0.80 0.69 0.92 0.23 0.00 0.22 0.00 0.21 0.00 0.01 0.00 Avail Cap(c_a), veh/h 112 1188 530 469 1959 0 425 0 373 0 478 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 37.9 24.4 23.4 27.2 8.3 0.0 22.7 0.0 22.2 0.0 21.0 0.0 Incr Delay (d2), s/veh 91.0 3.6 3.3 23.1 0.1 0.0 1.2 0.0 1.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 8.5 6.3 11.5 2.3 0.0 1.7 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 129.0 28.0 26.7 50.4 8.3 0.0 23.9 0.0 23.5 0.0 21.1 0.0 LnGrp LOS F C C D A C C C
Approach Vol, veh/h 1150 870 171 3
Approach Delay, s/veh 27.7 28.7 23.7 21.1
Approach LOS CCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 24.5 27.5 24.0 4.6 47.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 6.5 19.9 19.0 2.1 2.0 6.9
Green Ext Time (p_c), s 0.5 0.1 4.0 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 27.8
HCM 2010 LOS C
Appendix M
Level of Service
Calculations
Cumulative Without Project
Conditions

HCM Signalized Intersection Capacity Analysis Cumulative Without Project AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 210 885 1138 20 30 600
Future Volume (vph) 210 885 1138 20 30 600
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 215 3504 3477 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 228 962 1237 22 33 652
RTOR Reduction (vph) 0 0 0 0 0 157
Lane Group Flow (vph) 228 962 1259 0 33 495
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.8 20.8
Effective Green, g (s) 61.1 61.5 48.5 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 301 2394 1873 422 385
v/s Ratio Prot c0.08 0.27 0.36 0.02
v/s Ratio Perm c0.44 c0.31
v/c Ratio 0.76 0.40 0.67 0.08 1.29
Uniform Delay, d1 14.0 6.2 15.0 26.6 34.0
Progression Factor 1.82 0.33 1.00 1.00 1.00
Incremental Delay, d2 9.6 0.1 1.1 0.1 147.4
Delay (s) 35.0 2.2 16.1 26.6 181.4
Level of Service D A B C F
Approach Delay (s) 8.5 16.1 174.0
Approach LOS A B F
Intersection Summary
HCM 2000 Control Delay 47.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Without Project AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 968 0 0 1433 305 250 0 127 0 0 0 Future Volume (vph) 0 968 0 0 1433 305 250 0 127 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3394 1624 1624 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3394 1624 1624 1530
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1052 0 0 1558 332 272 0 138 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 105 0 0 0
Lane Group Flow (vph) 0 1052 0 0 1890 0 136 136 33 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.8 20.8 20.8
Effective Green, g (s) 61.5 48.5 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2358 1828 387 387 365
v/s Ratio Prot c0.30 c0.56 c0.08 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.45 1.03 0.35 0.35 0.09
Uniform Delay, d1 6.5 20.8 28.5 28.5 26.6
Progression Factor 1.00 0.78 1.00 1.00 1.00
Incremental Delay, d2 0.2 24.4 0.6 0.6 0.1
Delay (s) 6.7 40.5 29.0 29.0 26.8
Level of Service A D C C C
Approach Delay (s) 6.7 40.5 28.2 0.0
Approach LOS A D C A
Intersection Summary
HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1045 1355 0 263 440
Future Volume (veh/h) 0 1045 1355 0 263 440
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1136 1473 0 286 478
Adj No. of Lanes 022021
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 042044
Cap, veh/h 0 1683 1716 0 1208 556
Arrive On Green 0.00 0.49 0.49 0.00 0.36 0.36
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1136 1473 0 286 478
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 13.5 19.8 0.0 3.2 15.4
Cycle Q Clear(g_c), s 0.0 13.5 19.8 0.0 3.2 15.4
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1683 1716 0 1208 556
V/C Ratio(X) 0.00 0.68 0.86 0.00 0.24 0.86
Avail Cap(c_a), veh/h 0 1984 2023 0 1336 615
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.3 11.9 0.0 11.8 15.7
Incr Delay (d2), s/veh 0.0 0.5 3.0 0.0 0.1 10.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.4 10.1 0.0 1.5 8.2
LnGrp Delay(d),s/veh 0.0 10.8 14.9 0.0 11.9 26.4
LnGrp LOS B B B C
Approach Vol, veh/h 1136 1473 764
Approach Delay, s/veh 10.8 14.9 20.9
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.3 22.9 30.3
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 15.5 17.4 21.8
Green Ext Time (p_c), s 3.3 0.9 3.4
Intersection Summary
HCM 2010 Ctrl Delay 14.9
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 220 20 1015 480 320 20 333 965 170 295 20 Future Volume (veh/h) 30 220 20 1015 480 320 20 333 965 170 295 20 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 32 234 21 1080 511 0 21 354 1027 181 314 21 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 59 361 32 1225 1544 807 46 703 1543 251 822 55 Arrive On Green 0.04 0.12 0.13 0.36 0.44 0.00 0.03 0.20 0.20 0.08 0.25 0.26 Sat Flow, veh/h 1659 3074 274 3374 3470 1552 1739 3470 2719 3342 3270 218 Grp Volume(v), veh/h 32 125 130 1080 511 0 21 354 1027 181 164 171 Grp Sat Flow(s),veh/h/ln 1659 1655 1693 1687 1735 1552 1739 1735 1359 1671 1718 1770 Q Serve(g_s), s 1.8 7.0 7.1 29.2 9.3 0.0 1.2 8.8 8.1 5.2 7.7 7.8 Cycle Q Clear(g_c), s 1.8 7.0 7.1 29.2 9.3 0.0 1.2 8.8 8.1 5.2 7.7 7.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 59 195 199 1225 1544 807 46 703 1543 251 432 445 V/C Ratio(X) 0.54 0.64 0.65 0.88 0.33 0.00 0.45 0.50 0.67 0.72 0.38 0.38 Avail Cap(c_a), veh/h 124 777 795 1283 2689 1320 107 1241 1964 309 668 688 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 41.0 40.9 29.0 17.6 0.0 46.6 34.4 3.8 44.0 30.2 30.1 Incr Delay (d2), s/veh 2.8 7.4 7.5 7.9 0.3 0.0 2.5 0.6 0.6 9.5 0.6 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 0.9 3.6 3.7 14.8 4.5 0.0 0.6 4.3 3.8 2.7 3.7 3.9 LnGrp Delay(d),s/veh 48.9 48.3 48.4 37.0 17.8 0.0 49.2 35.0 4.4 53.5 30.7 30.7 LnGrp LOS DDDDB DCADCC
Approach Vol, veh/h 287 1591 1402 516
Approach Delay, s/veh 48.5 30.8 12.8 38.7
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 41.3 16.9 8.6 30.4 9.0 49.3 13.3 25.7 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 31.2 9.1 3.2 9.8 3.8 11.3 7.2 10.8 Green Ext Time (p_c), s 4.1 2.3 0.0 1.3 0.0 5.9 0.2 8.3 Intersection Summary
HCM 2010 Ctrl Delay 26.6
HCM 2010 LOS C
HCM 2010 TWSC Cumulative Without Project AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 10.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0 Future Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 164 83 216 258 49 74 27 23 75 49 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 307 0 0 247 0 0 903 903 164 921 937 258 Stage 1 - - - - - - 164 164 - 690 690 -
Stage 2 - - - - - - 739 739 - 231 247 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1204 - - 1307 - - 256 275 875 251 265 781 Stage 1 - - - - - - 833 759 - 435 446 -
Stage 2 - - - - - - 406 421 - 772 702 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1204 - - 1307 - - 186 230 875 195 221 781 Mov Cap-2 Maneuver - - - - - - 186 230 - 195 221 -
Stage 1 - - - - - - 833 759 - 435 372 -
Stage 2 - - - - - - 294 352 - 725 702 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 28.8 46.7

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 186 346 1204 - - 1307 - - 204 -
HCM Lane V/C Ratio 0.397 0.145 - - - 0.165 - - 0.607 -
HCM Control Delay (s) 36.6 17.2 0 - - 8.3 - - 46.7 0
HCM Lane LOS E C A - - A - - E A
HCM 95th %tile Q(veh) 1.8 0.5 0 - - 0.6 - - 3.4 -
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 31 174 66 10 100 242 839 13 132 1110 48 Future Volume (veh/h) 79 31 174 66 10 100 242 839 13 132 1110 48 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 185 70 11 106 257 893 14 140 1181 51 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 259 272 231 151 24 155 206 1888 30 174 1241 553 Arrive On Green 0.15 0.15 0.15 0.12 0.10 0.10 0.12 0.37 0.37 0.10 0.35 0.35 Sat Flow, veh/h 1707 1792 1521 1528 240 1563 1757 5108 80 1774 3539 1578 Grp Volume(v), veh/h 58 69 185 81 0 106 257 587 320 140 1181 51 Grp Sat Flow(s),veh/h/ln 1707 1792 1521 1768 0 1563 1757 1679 1830 1774 1770 1578 Q Serve(g_s), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 11.4 11.4 6.6 27.7 1.9 Cycle Q Clear(g_c), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 11.4 11.4 6.6 27.7 1.9 Prop In Lane 1.00 1.00 0.86 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 259 272 231 175 0 155 206 1241 677 174 1241 553 V/C Ratio(X) 0.22 0.25 0.80 0.46 0.00 0.69 1.25 0.47 0.47 0.80 0.95 0.09 Avail Cap(c_a), veh/h 420 441 374 518 0 458 206 1241 677 229 1244 555 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 31.9 34.9 35.7 0.0 37.2 37.7 20.5 20.5 37.7 27.0 18.6 Incr Delay (d2), s/veh 0.4 0.5 6.3 1.9 0.0 5.3 145.4 0.3 0.5 14.3 15.4 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 1.2 1.5 4.6 1.9 0.0 2.6 13.1 5.3 5.8 3.9 16.1 0.8 LnGrp Delay(d),s/veh 32.2 32.4 41.2 37.6 0.0 42.5 183.1 20.8 21.1 52.0 42.4 18.7 LnGrp LOS CCDD DFCCDDB
Approach Vol, veh/h 312 187 1164 1372
Approach Delay, s/veh 37.6 40.3 56.7 42.5
Approach LOS D D E D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.0 16.0 35.9 14.4 14.4 37.5
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 12.0 12.0 29.7 7.6 8.6 13.4 Green Ext Time (p_c), s 0.9 0.0 0.2 0.6 0.1 3.7
Intersection Summary
HCM 2010 Ctrl Delay 47.3
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 301 292 139 412 373 228 120 540 335 163 675 246 Future Volume (veh/h) 301 292 139 412 373 228 120 540 335 163 675 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 320 311 148 438 397 243 128 574 356 173 718 262 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 333 328 156 469 415 353 133 973 435 198 786 287 Arrive On Green 0.19 0.28 0.28 0.14 0.22 0.22 0.08 0.28 0.28 0.11 0.31 0.31 Sat Flow, veh/h 1774 1194 568 3408 1845 1568 1774 3539 1583 1757 2517 918 Grp Volume(v), veh/h 320 0 459 438 397 243 128 574 356 173 500 480 Grp Sat Flow(s),veh/h/ln 1774 0 1762 1704 1845 1568 1774 1770 1583 1757 1752 1683 Q Serve(g_s), s 14.3 0.0 20.4 10.2 17.0 11.4 5.8 11.2 16.8 7.8 22.0 22.0 Cycle Q Clear(g_c), s 14.3 0.0 20.4 10.2 17.0 11.4 5.8 11.2 16.8 7.8 22.0 22.0 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 333 0 485 469 415 353 133 973 435 198 548 526 V/C Ratio(X) 0.96 0.00 0.95 0.93 0.96 0.69 0.96 0.59 0.82 0.88 0.91 0.91 Avail Cap(c_a), veh/h 333 0 485 469 415 353 133 973 435 198 548 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 0.0 28.4 34.1 30.6 28.4 36.9 25.1 27.1 34.9 26.5 26.5 Incr Delay (d2), s/veh 39.2 0.0 28.0 26.1 33.1 5.6 66.2 2.6 15.6 32.6 22.1 22.7 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 10.6 0.0 13.7 6.5 12.4 5.5 5.3 5.9 9.2 5.5 13.9 13.5 LnGrp Delay(d),s/veh 71.4 0.0 56.4 60.3 63.7 34.0 103.0 27.7 42.7 67.5 48.5 49.2 LnGrp LOS E E E E C F C D E D D
Approach Vol, veh/h 779 1078 1058 1153
Approach Delay, s/veh 62.6 55.6 41.9 51.6
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 26.0 15.0 26.0 10.0 29.0 19.0 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 22.0 11.0 22.0 6.0 25.0 15.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 18.8 12.2 22.4 7.8 24.0 16.3 19.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 52.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 378 236 136 391 111 161 715 73 126 1295 201 Future Volume (veh/h) 164 378 236 136 391 111 161 715 73 126 1295 201 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 189 434 271 156 449 0 185 822 84 145 1489 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1356 602 180 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.38 0.38 0.10 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 189 434 271 156 449 0 185 822 84 145 1489 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.9 18.9 15.0 7.8 21.5 0.0 7.6 16.8 3.1 7.2 36.0 0.0 Cycle Q Clear(g_c), s 4.9 18.9 15.0 7.8 21.5 0.0 7.6 16.8 3.1 7.2 36.0 0.0 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 199 391 327 185 476 404 150 1356 602 180 1416 633 V/C Ratio(X) 0.95 1.11 0.83 0.84 0.94 0.00 1.23 0.61 0.14 0.81 1.05 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1356 602 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 35.5 34.0 39.5 32.8 0.0 41.2 22.3 18.1 39.6 27.0 0.0 Incr Delay (d2), s/veh 49.6 78.5 16.2 27.8 27.8 0.0 150.2 0.8 0.1 8.2 38.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 18.2 7.9 5.2 14.5 0.0 10.0 8.4 1.4 4.0 25.1 0.0 LnGrp Delay(d),s/veh 91.9 114.1 50.2 67.3 60.5 0.0 191.4 23.1 18.2 47.8 65.8 0.0 LnGrp LOS F F D E E F C B D F
Approach Vol, veh/h 894 605 1091 1634
Approach Delay, s/veh 90.0 62.3 51.2 64.2
Approach LOS F E D E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 39.0 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.2 18.8 9.8 20.9 9.6 38.0 6.9 23.5 Green Ext Time (p_c), s 0.2 4.1 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 66.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 673 128 88 534 3 139 0 157 7 2 0 Future Volume (veh/h) 0 673 128 88 534 3 139 0 157 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 821 156 107 651 4 170 0 191 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 927 176 134 1611 10 644 0 547 410 80 0
Arrive On Green 0.00 0.32 0.32 0.08 0.49 0.49 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2884 548 1630 3314 20 1468 0 1568 832 228 0 Grp Volume(v), veh/h 0 489 488 107 319 336 170 0 191 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1713 1630 1626 1708 1468 0 1568 1060 0 0 Q Serve(g_s), s 0.0 14.7 14.7 3.5 6.8 6.8 0.0 0.0 4.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 14.7 14.7 3.5 6.8 6.8 3.8 0.0 4.9 3.8 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.01 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 552 550 134 791 830 644 0 547 490 0 0 V/C Ratio(X) 0.00 0.89 0.89 0.80 0.40 0.40 0.26 0.00 0.35 0.02 0.00 0.00 Avail Cap(c_a), veh/h 158 568 566 284 791 830 644 0 547 490 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.5 24.6 9.0 9.0 12.8 0.0 13.2 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 15.3 15.3 10.3 0.3 0.3 1.0 0.0 1.8 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.3 9.3 2.0 3.1 3.2 2.0 0.0 2.4 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 32.8 32.9 34.8 9.3 9.3 13.8 0.0 14.9 11.8 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 977 762 361 11
Approach Delay, s/veh 32.9 12.9 14.4 11.8
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.0 22.0 23.5 0.0 31.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 6.9 5.5 16.7 5.8 0.0 8.8
Green Ext Time (p_c), s 1.3 0.1 0.8 0.0 0.0 3.4
Intersection Summary
HCM 2010 Ctrl Delay 22.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 752 84 148 536 3 89 1 95 1 1 0 Future Volume (veh/h) 1 752 84 148 536 3 89 1 95 1 1 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 864 97 170 616 3 102 1 109 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 968 109 211 1475 7 573 5 489 308 278 0
Arrive On Green 0.00 0.31 0.31 0.13 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 3117 350 1660 3380 16 1379 15 1509 656 858 0 Grp Volume(v), veh/h 1 477 484 170 302 317 103 0 109 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1748 1660 1656 1740 1394 0 1509 1513 0 0 Q Serve(g_s), s 0.0 15.0 15.0 5.6 7.1 7.1 0.0 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.0 15.0 5.6 7.1 7.1 2.5 0.0 3.0 2.5 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 534 543 211 723 759 578 0 489 586 0 0 V/C Ratio(X) 0.33 0.89 0.89 0.80 0.42 0.42 0.18 0.00 0.22 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 545 554 296 723 759 578 0 489 586 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.3 18.7 18.7 24.1 11.0 11.0 13.8 0.0 14.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.4 16.7 16.5 10.5 0.4 0.4 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 9.5 9.6 3.2 3.3 3.4 1.3 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 81.7 35.4 35.2 34.5 11.4 11.4 14.5 0.0 15.0 13.0 0.0 0.0 LnGrp LOS F D D C B B B B B
Approach Vol, veh/h 962 789 212 2
Approach Delay, s/veh 35.3 16.4 14.7 13.0
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 11.7 22.1 22.9 4.6 29.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.0 7.6 17.0 4.5 2.0 9.1
Green Ext Time (p_c), s 0.7 0.1 0.6 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 25.5
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 589 620 340 290 640 250 590 279 250 210 410 760 Future Volume (veh/h) 589 620 340 290 640 250 590 279 250 210 410 760 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 607 639 351 299 660 0 608 288 258 216 423 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 624 634 348 207 781 349 109 418 364 231 565 480 Arrive On Green 0.18 0.29 0.29 0.12 0.22 0.00 0.06 0.24 0.24 0.13 0.31 0.00 Sat Flow, veh/h 3442 2206 1212 1740 3471 1553 1740 1760 1532 1757 1845 1568 Grp Volume(v), veh/h 607 512 478 299 660 0 608 284 262 216 423 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1649 1740 1736 1553 1740 1736 1557 1757 1845 1568 Q Serve(g_s), s 14.0 23.0 23.0 9.5 14.6 0.0 5.0 11.9 12.4 9.7 16.5 0.0 Cycle Q Clear(g_c), s 14.0 23.0 23.0 9.5 14.6 0.0 5.0 11.9 12.4 9.7 16.5 0.0 Prop In Lane 1.00 0.74 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 V/C Ratio(X) 0.97 1.01 1.01 1.45 0.85 0.00 5.59 0.69 0.71 0.94 0.75 0.00 Avail Cap(c_a), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.6 28.5 28.5 35.3 29.7 0.0 37.5 27.8 28.0 34.4 25.0 0.0 Incr Delay (d2), s/veh 29.3 41.7 43.2 226.3 8.5 0.0 2085.9 9.1 10.9 42.0 8.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 17.1 16.1 17.5 7.9 0.0 65.4 6.7 6.4 7.4 9.7 0.0 LnGrp Delay(d),s/veh 61.8 70.2 71.7 261.5 38.1 0.0 2123.4 36.9 38.9 76.5 33.8 0.0 LnGrp LOS E F F F D F D D E C
Approach Vol, veh/h 1597 959 1154 639
Approach Delay, s/veh 67.5 107.8 1136.7 48.2
Approach LOS E F F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 14.0 27.5 9.5 29.0 19.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 11.7 14.4 11.5 25.0 7.0 18.5 16.0 16.6 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 1.3 0.0 0.7 Intersection Summary
HCM 2010 Ctrl Delay 357.2
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Future Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 206 746 284 384 579 488 72 831 384 329 1526 471 Arrive On Green 0.12 0.21 0.21 0.22 0.31 0.31 0.04 0.25 0.25 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1349 1774 1863 1568 1774 3390 1566 3442 5085 1568 Grp Volume(v), veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Grp Sat Flow(s),veh/h/ln 1774 1770 1349 1774 1863 1568 1774 1695 1566 1721 1695 1568 Q Serve(g_s), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 Cycle Q Clear(g_c), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 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 206 746 284 384 579 488 72 831 384 329 1526 471 V/C Ratio(X) 0.82 0.51 0.57 0.90 0.61 0.62 0.64 0.86 0.96 0.75 0.56 0.34 Avail Cap(c_a), veh/h 252 822 313 400 589 496 135 831 384 333 1526 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 27.0 27.4 29.6 22.7 22.8 36.6 28.0 28.9 34.2 22.8 21.2 Incr Delay (d2), s/veh 15.6 0.5 1.9 22.1 1.9 2.3 9.1 11.2 36.7 9.3 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 3.6 3.2 9.5 6.7 5.8 1.2 8.5 11.7 3.0 5.4 3.0 LnGrp Delay(d),s/veh 49.1 27.6 29.4 51.6 24.6 25.1 45.7 39.1 65.6 43.4 24.3 23.1 LnGrp LOS DCCDCCDDEDCC
Approach Vol, veh/h 708 1004 1127 1265
Approach Delay, s/veh 33.1 34.0 48.0 27.9
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 23.5 21.3 20.8 7.6 27.8 13.5 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.4 20.0 16.7 10.3 4.0 13.0 9.2 14.8 Green Ext Time (p_c), s 0.0 0.0 0.1 1.9 0.0 3.8 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 35.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Without Project AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Future Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 249 582 101 180 684 112 90 773 157 202 1081 161 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 801 139 220 770 126 202 956 423 272 1308 195 Arrive On Green 0.14 0.27 0.27 0.12 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 3013 521 1774 3042 498 3408 3505 1551 3442 4468 665 Grp Volume(v), veh/h 249 341 342 180 398 398 90 773 157 202 820 422 Grp Sat Flow(s),veh/h/ln 1774 1770 1765 1774 1770 1770 1704 1752 1551 1721 1695 1743 Q Serve(g_s), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Cycle Q Clear(g_c), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Prop In Lane 1.00 0.30 1.00 0.28 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 242 471 469 220 448 448 202 956 423 272 992 510 V/C Ratio(X) 1.03 0.73 0.73 0.82 0.89 0.89 0.45 0.81 0.37 0.74 0.83 0.83 Avail Cap(c_a), veh/h 242 473 472 227 457 458 245 956 423 272 992 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 23.2 23.3 29.8 25.0 25.1 31.7 23.6 20.5 31.4 23.0 23.0 Incr Delay (d2), s/veh 65.5 5.4 5.6 20.2 18.4 18.7 1.5 7.3 2.5 10.5 7.8 14.3 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 6.7 6.7 4.6 9.6 9.6 0.9 7.8 2.7 2.3 8.4 9.5 LnGrp Delay(d),s/veh 95.6 28.7 28.9 50.0 43.5 43.7 33.2 30.9 23.0 41.9 30.8 37.3 LnGrp LOS F CCDDDCCCDCD
Approach Vol, veh/h 932 976 1020 1444
Approach Delay, s/veh 46.6 44.8 29.9 34.3
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 13.1 23.0 8.6 24.9 14.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.0 16.3 8.9 14.3 3.8 17.7 11.5 17.1 Green Ext Time (p_c), s 0.0 1.5 0.0 1.7 0.0 1.3 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.2
HCM 2010 LOS D
HCM Signalized Intersection Capacity Analysis Cumulative Without Project PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 480 1430 986 30 40 290
Future Volume (vph) 480 1430 986 30 40 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3471 1770 1583
Flt Permitted 0.14 1.00 1.00 0.95 1.00
Satd. Flow (perm) 261 3504 3471 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 485 1444 996 30 40 293
RTOR Reduction (vph) 0 0 0 0 0 223
Lane Group Flow (vph) 485 1444 1026 0 40 70
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 59.6 59.6 38.6 20.0 20.0
Effective Green, g (s) 60.3 60.7 39.7 20.7 21.1
Actuated g/C Ratio 0.68 0.69 0.45 0.23 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 466 2406 1558 414 377
v/s Ratio Prot c0.20 0.41 0.30 0.02
v/s Ratio Perm c0.51 c0.04
v/c Ratio 1.04 0.60 0.66 0.10 0.19
Uniform Delay, d1 22.6 7.4 19.0 26.5 26.8
Progression Factor 1.11 0.54 1.00 1.00 1.00
Incremental Delay, d2 45.6 0.3 1.1 0.1 0.2
Delay (s) 70.7 4.3 20.2 26.6 27.0
Level of Service E A C C C
Approach Delay (s) 21.0 20.2 26.9
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 88.4 Sum of lost time (s) 11.6 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Without Project PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1542 0 0 1012 264 570 0 369 0 0 0 Future Volume (vph) 0 1542 0 0 1012 264 570 0 369 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3358 1656 1656 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3358 1656 1656 1560
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1623 0 0 1065 278 600 0 388 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1623 0 0 1343 0 300 300 331 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 59.6 38.6 20.0 20.0 20.0
Effective Green, g (s) 60.7 39.7 20.7 20.7 20.7
Actuated g/C Ratio 0.69 0.45 0.23 0.23 0.23
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2393 1508 387 387 365
v/s Ratio Prot c0.47 c0.40 0.18 0.18
v/s Ratio Perm c0.21
v/c Ratio 0.68 0.89 0.78 0.78 0.91
Uniform Delay, d1 8.1 22.4 31.7 31.7 32.9
Progression Factor 1.00 0.40 1.00 1.00 1.00
Incremental Delay, d2 0.8 6.0 9.4 9.4 25.0
Delay (s) 9.0 14.9 41.0 41.0 57.9
Level of Service A B D D E
Approach Delay (s) 9.0 14.9 47.7 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 88.4 Sum of lost time (s) 12.3 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1596 1435 0 486 410
Future Volume (veh/h) 0 1596 1435 0 486 410
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1645 1479 0 501 423
Adj No. of Lanes 022021
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 022022
Cap, veh/h 0 1879 1879 0 1085 499
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1645 1479 0 501 423
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 22.5 18.6 0.0 6.4 13.8
Cycle Q Clear(g_c), s 0.0 22.5 18.6 0.0 6.4 13.8
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1879 1879 0 1085 499
V/C Ratio(X) 0.00 0.88 0.79 0.00 0.46 0.85
Avail Cap(c_a), veh/h 0 2163 2163 0 1142 525
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 11.0 10.1 0.0 14.8 17.3
Incr Delay (d2), s/veh 0.0 3.5 1.5 0.0 0.2 11.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.4 9.2 0.0 3.0 7.5
LnGrp Delay(d),s/veh 0.0 14.5 11.5 0.0 15.1 28.9
LnGrp LOS B B B C
Approach Vol, veh/h 1645 1479 924
Approach Delay, s/veh 14.5 11.5 21.4
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.6 21.1 33.6
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 24.5 15.8 20.6
Green Ext Time (p_c), s 4.0 0.7 4.3
Intersection Summary
HCM 2010 Ctrl Delay 15.0
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 400 20 675 550 620 30 596 1016 660 533 40 Future Volume (veh/h) 50 400 20 675 550 620 30 596 1016 660 533 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 52 412 21 696 567 0 31 614 1047 680 549 41 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 70 576 29 736 1226 809 57 843 1265 572 1243 93 Arrive On Green 0.04 0.18 0.18 0.22 0.35 0.00 0.03 0.24 0.24 0.17 0.38 0.38 Sat Flow, veh/h 1690 3264 166 3374 3470 1552 1756 3504 2759 3407 3305 246 Grp Volume(v), veh/h 52 212 221 696 567 0 31 614 1047 680 290 300 Grp Sat Flow(s),veh/h/ln 1690 1686 1745 1687 1735 1552 1756 1752 1379 1704 1752 1800 Q Serve(g_s), s 3.6 14.1 14.2 24.2 15.1 0.0 2.1 19.2 15.9 20.0 14.8 14.8 Cycle Q Clear(g_c), s 3.6 14.1 14.2 24.2 15.1 0.0 2.1 19.2 15.9 20.0 14.8 14.8 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 70 297 308 736 1226 809 57 843 1265 572 659 677 V/C Ratio(X) 0.74 0.71 0.72 0.95 0.46 0.00 0.55 0.73 0.83 1.19 0.44 0.44 Avail Cap(c_a), veh/h 99 658 681 736 1907 1114 88 1000 1389 572 706 725 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 46.2 46.2 45.9 29.8 0.0 56.8 41.7 9.3 49.6 27.8 27.8 Incr Delay (d2), s/veh 8.7 6.6 6.5 21.4 0.6 0.0 3.0 2.2 4.0 101.7 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 7.2 7.4 13.5 7.3 0.0 1.1 9.6 6.7 17.4 7.2 7.5 LnGrp Delay(d),s/veh 65.2 52.9 52.8 67.2 30.4 0.0 59.8 43.9 13.3 151.3 28.3 28.2 LnGrp LOS E D D E C E D B F C C
Approach Vol, veh/h 485 1263 1692 1270
Approach Delay, s/veh 54.1 50.7 25.3 94.2
Approach LOS D D C F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 26.5 9.8 50.8 10.4 48.1 26.0 34.7 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 26.2 16.2 4.1 16.8 5.6 17.1 22.0 21.2 Green Ext Time (p_c), s 0.0 4.0 0.0 2.4 0.0 6.6 0.0 7.1 Intersection Summary
HCM 2010 Ctrl Delay 53.6
HCM 2010 LOS D
HCM 2010 TWSC Cumulative Without Project PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1 Future Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1
Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 336 50 146 377 81 67 56 52 59 33 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 459 0 0 392 0 0 1091 1107 342 1099 1076 387 Stage 1 - - - - - - 356 356 - 670 670 -
Stage 2 - - - - - - 735 751 - 429 406 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1066 - - 1140 - - 191 208 696 190 219 661 Stage 1 - - - - - - 657 625 - 446 455 -
Stage 2 - - - - - - 408 415 - 604 598 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1065 - - 1134 - - 146 179 693 120 188 655 Mov Cap-2 Maneuver - - - - - - 146 179 - 120 188 -
Stage 1 - - - - - - 649 618 - 443 396 -
Stage 2 - - - - - - 323 361 - 504 591 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.1 34.7 72

HCM LOS D F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 146 278 1065 - - 1134 - - 138 655
HCM Lane V/C Ratio 0.457 0.39 0.007 - - 0.129 - - 0.672 0.002 HCM Control Delay (s) 48.9 26 8.4 - - 8.6 - - 72.7 10.5 HCM Lane LOS E D A - - A - - F B
HCM 95th %tile Q(veh) 2.1 1.8 0 - - 0.4 - - 3.7 0
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 32 123 117 12 191 134 1367 18 231 914 38 Future Volume (veh/h) 84 32 123 117 12 191 134 1367 18 231 914 38 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 124 118 12 193 135 1381 18 233 923 38 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 203 213 179 258 26 250 169 1566 20 263 1259 560 Arrive On Green 0.12 0.12 0.12 0.18 0.16 0.16 0.10 0.30 0.30 0.15 0.36 0.36 Sat Flow, veh/h 1757 1845 1548 1617 164 1571 1774 5173 67 1774 3539 1574 Grp Volume(v), veh/h 58 69 124 130 0 193 135 905 494 233 923 38 Grp Sat Flow(s),veh/h/ln 1757 1845 1548 1782 0 1571 1774 1695 1850 1774 1770 1574 Q Serve(g_s), s 2.6 3.0 6.7 5.7 0.0 10.3 6.5 22.2 22.2 11.3 19.9 1.4 Cycle Q Clear(g_c), s 2.6 3.0 6.7 5.7 0.0 10.3 6.5 22.2 22.2 11.3 19.9 1.4 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 203 213 179 284 0 250 169 1027 560 263 1259 560 V/C Ratio(X) 0.29 0.32 0.69 0.46 0.00 0.77 0.80 0.88 0.88 0.89 0.73 0.07 Avail Cap(c_a), veh/h 401 421 353 508 0 448 263 1083 591 263 1259 560 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 35.6 37.3 32.7 0.0 35.3 38.8 29.0 29.0 36.6 24.6 18.6 Incr Delay (d2), s/veh 0.8 0.9 4.8 1.2 0.0 5.0 9.0 8.4 14.0 28.0 2.2 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 1.3 1.6 3.1 2.9 0.0 4.8 3.6 11.5 13.4 7.5 10.1 0.6 LnGrp Delay(d),s/veh 36.2 36.5 42.0 33.9 0.0 40.3 47.8 37.4 43.1 64.6 26.8 18.7 LnGrp LOS DDDC DDDDECB
Approach Vol, veh/h 251 323 1534 1194
Approach Delay, s/veh 39.2 37.7 40.2 33.9
Approach LOS DDDC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.1 14.4 37.2 20.0 19.0 32.5
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 8.7 8.5 21.9 12.3 13.3 24.2 Green Ext Time (p_c), s 0.7 0.2 2.5 1.1 0.0 2.3
Intersection Summary
HCM 2010 Ctrl Delay 37.6
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 109 197 419 113 211 209 790 651 116 644 377 Future Volume (veh/h) 453 109 197 419 113 211 209 790 651 116 644 377 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 498 120 216 460 124 232 230 868 715 127 708 414 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 484 159 286 523 271 230 226 1236 553 154 666 388 Arrive On Green 0.27 0.27 0.27 0.15 0.15 0.15 0.13 0.35 0.35 0.09 0.31 0.31 Sat Flow, veh/h 1774 597 1075 3442 1863 1583 1774 3539 1583 1774 2154 1257 Grp Volume(v), veh/h 498 0 336 460 124 232 230 868 715 127 581 541 Grp Sat Flow(s),veh/h/ln 1774 0 1673 1721 1863 1583 1774 1770 1583 1774 1770 1641 Q Serve(g_s), s 30.0 0.0 20.3 14.4 6.7 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Cycle Q Clear(g_c), s 30.0 0.0 20.3 14.4 6.7 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Prop In Lane 1.00 0.64 1.00 1.00 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 484 0 445 523 271 230 226 1236 553 154 547 507 V/C Ratio(X) 1.03 0.00 0.75 0.88 0.46 1.01 1.02 0.70 1.29 0.82 1.06 1.07 Avail Cap(c_a), veh/h 484 0 445 563 271 230 226 1236 553 177 547 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 37.1 45.7 43.0 47.0 48.0 30.9 35.8 49.4 38.0 38.0 Incr Delay (d2), s/veh 48.6 0.0 7.2 14.2 1.2 61.2 64.8 3.3 144.8 23.2 56.3 58.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.2 0.0 10.2 7.9 3.5 10.9 10.9 11.9 38.9 4.8 25.1 23.6 LnGrp Delay(d),s/veh 88.6 0.0 44.2 59.9 44.2 108.2 112.9 34.2 180.6 72.6 94.3 96.7 LnGrp LOS F D E D F F C F E F F
Approach Vol, veh/h 834 816 1813 1249
Approach Delay, s/veh 70.7 71.2 101.9 93.1
Approach LOS E E F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 42.4 20.7 33.3 18.0 38.0 34.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 37.0 18.0 28.0 14.0 34.0 30.0 16.0 Max Q Clear Time (g_c+I1), s 9.7 40.4 16.4 22.3 16.0 36.0 32.0 18.0 Green Ext Time (p_c), s 0.0 0.0 0.3 1.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 88.8
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 423 156 113 372 285 252 1349 93 162 872 192 Future Volume (veh/h) 334 423 156 113 372 285 252 1349 93 162 872 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 348 441 162 118 388 0 262 1405 97 169 908 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 276 393 327 147 399 339 241 1385 607 202 1307 585 Arrive On Green 0.08 0.21 0.21 0.08 0.21 0.00 0.14 0.39 0.39 0.11 0.37 0.00 Sat Flow, veh/h 3442 1863 1550 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 348 441 162 118 388 0 262 1405 97 169 908 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1550 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 7.2 19.0 8.3 5.9 18.6 0.0 12.2 35.1 3.6 8.4 19.5 0.0 Cycle Q Clear(g_c), s 7.2 19.0 8.3 5.9 18.6 0.0 12.2 35.1 3.6 8.4 19.5 0.0 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 276 393 327 147 399 339 241 1385 607 202 1307 585 V/C Ratio(X) 1.26 1.12 0.49 0.80 0.97 0.00 1.09 1.01 0.16 0.84 0.69 0.00 Avail Cap(c_a), veh/h 276 393 327 156 399 339 241 1385 607 208 1317 589 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.3 35.4 31.2 40.4 35.0 0.0 38.8 27.3 17.7 38.9 24.0 0.0 Incr Delay (d2), s/veh 142.9 82.4 1.2 24.0 38.0 0.0 82.8 27.9 0.1 24.2 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 18.6 3.7 3.9 13.7 0.0 11.4 22.3 1.6 5.4 9.7 0.0 LnGrp Delay(d),s/veh 184.1 117.8 32.3 64.4 73.0 0.0 121.6 55.2 17.9 63.2 25.6 0.0 LnGrp LOS F F C E E F F B E C
Approach Vol, veh/h 951 506 1764 1077
Approach Delay, s/veh 127.5 71.0 63.0 31.5
Approach LOS F E E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 39.6 11.9 23.5 16.7 37.6 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 10.4 37.1 7.9 21.0 14.2 21.5 9.2 20.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 70.3
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1069 141 83 649 4 79 2 153 5 0 1 Future Volume (veh/h) 0 1069 141 83 649 4 79 2 153 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 1091 144 85 662 4 81 2 156 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1095 144 109 1733 10 579 13 509 433 11 66
Arrive On Green 0.00 0.37 0.37 0.06 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 2998 395 1675 3406 21 1362 38 1524 952 32 197 Grp Volume(v), veh/h 0 613 622 85 325 341 83 0 156 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1706 1675 1671 1756 1401 0 1524 1180 0 0 Q Serve(g_s), s 0.0 20.7 20.8 2.9 6.8 6.8 0.0 0.0 4.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 20.7 20.8 2.9 6.8 6.8 1.9 0.0 4.3 1.9 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.01 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 616 623 109 850 893 592 0 509 509 0 0 V/C Ratio(X) 0.00 0.99 1.00 0.78 0.38 0.38 0.14 0.00 0.31 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 616 623 190 850 893 592 0 509 509 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.1 18.1 26.4 8.6 8.6 13.3 0.0 14.1 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 34.9 35.4 11.6 0.3 0.3 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.5 15.8 1.7 3.1 3.3 1.0 0.0 2.0 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 53.0 53.6 37.9 8.8 8.8 13.8 0.0 15.7 12.8 0.0 0.0 LnGrp LOS D D D A A B B B
Approach Vol, veh/h 1235 751 239 6
Approach Delay, s/veh 53.3 12.1 15.0 12.8
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.2 25.4 23.6 0.0 33.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.3 4.9 22.8 3.9 0.0 8.8
Green Ext Time (p_c), s 0.7 0.0 0.0 0.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 35.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 976 251 338 662 0 74 0 62 0 3 0 Future Volume (veh/h) 1 976 251 338 662 0 74 0 62 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 1027 264 356 697 0 78 0 65 0 3 0 Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 922 236 398 1982 0 419 0 368 0 471 0
Arrive On Green 0.00 0.34 0.34 0.23 0.57 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2686 687 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 649 642 356 697 0 78 0 65 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1670 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 15.3 8.3 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 15.3 8.3 0.0 3.8 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 0.41 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 585 573 398 1982 0 419 0 368 0 471 0 V/C Ratio(X) 0.43 1.11 1.12 0.89 0.35 0.00 0.19 0.00 0.18 0.00 0.01 0.00 Avail Cap(c_a), veh/h 111 585 573 462 1982 0 419 0 368 0 471 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.5 25.3 25.3 28.8 8.9 0.0 23.0 0.0 22.6 0.0 21.6 0.0 Incr Delay (d2), s/veh 91.1 71.3 74.6 17.7 0.1 0.0 1.0 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 23.9 24.0 9.3 4.0 0.0 1.4 0.0 1.2 0.0 0.1 0.0 LnGrp Delay(d),s/veh 129.6 96.7 100.0 46.5 9.0 0.0 24.0 0.0 23.6 0.0 21.6 0.0 LnGrp LOS F F F D A C C C
Approach Vol, veh/h 1292 1053 143 3
Approach Delay, s/veh 98.3 21.7 23.8 21.6
Approach LOS F C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.2 31.0 24.0 4.6 48.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.8 17.3 28.5 2.1 2.0 10.3 Green Ext Time (p_c), s 0.4 0.4 0.0 0.0 0.0 5.5
Intersection Summary
HCM 2010 Ctrl Delay 61.6
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 551 640 330 350 800 320 300 371 730 280 259 579 Future Volume (veh/h) 551 640 330 350 800 320 300 371 730 280 259 579 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 574 667 344 365 833 0 312 386 760 292 270 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 692 357 143 810 363 112 427 382 253 597 508 Arrive On Green 0.16 0.31 0.31 0.08 0.23 0.00 0.06 0.24 0.24 0.14 0.32 0.00 Sat Flow, veh/h 3442 2259 1165 1757 3505 1568 1757 1752 1568 1757 1845 1568 Grp Volume(v), veh/h 574 522 489 365 833 0 312 386 760 292 270 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1655 1757 1752 1568 1757 1752 1568 1757 1845 1568 Q Serve(g_s), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.1 19.5 11.5 9.3 0.0 Cycle Q Clear(g_c), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.1 19.5 11.5 9.3 0.0 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 V/C Ratio(X) 1.07 0.96 0.96 2.56 1.03 0.00 2.79 0.90 1.99 1.16 0.45 0.00 Avail Cap(c_a), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 27.3 27.3 36.8 30.8 0.0 37.5 29.3 30.3 34.3 21.4 0.0 Incr Delay (d2), s/veh 58.0 29.6 30.9 720.8 38.9 0.0 827.9 25.1 454.1 105.5 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 15.8 14.9 31.7 13.3 0.0 28.2 11.2 56.6 12.9 5.1 0.0 LnGrp Delay(d),s/veh 91.8 56.9 58.2 757.6 69.6 0.0 865.4 54.4 484.4 139.7 23.9 0.0 LnGrp LOS F E E F F F D F F C
Approach Vol, veh/h 1585 1198 1458 562
Approach Delay, s/veh 70.0 279.2 452.1 84.1
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 11.0 29.0 9.6 30.4 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 21.5 8.5 25.3 7.1 11.3 14.5 20.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 239.8
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 234 210 60 220 190 248 120 1392 250 195 1425 236 Future Volume (veh/h) 234 210 60 220 190 248 120 1392 250 195 1425 236 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 244 219 62 229 198 258 125 1450 260 203 1484 246 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 286 776 339 272 394 330 158 1280 229 267 1447 441 Arrive On Green 0.16 0.22 0.22 0.15 0.21 0.21 0.09 0.30 0.30 0.08 0.28 0.28 Sat Flow, veh/h 1774 3539 1547 1774 1863 1561 1774 4325 774 3442 5085 1550 Grp Volume(v), veh/h 244 219 62 229 198 258 125 1136 574 203 1484 246 Grp Sat Flow(s),veh/h/ln 1774 1770 1547 1774 1863 1561 1774 1695 1708 1721 1695 1550 Q Serve(g_s), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Cycle Q Clear(g_c), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 286 776 339 272 394 330 158 1003 506 267 1447 441 V/C Ratio(X) 0.85 0.28 0.18 0.84 0.50 0.78 0.79 1.13 1.14 0.76 1.03 0.56 Avail Cap(c_a), veh/h 300 898 392 313 486 407 163 1003 506 267 1447 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 23.0 22.5 29.2 24.7 26.4 31.7 25.0 25.0 32.1 25.4 21.6 Incr Delay (d2), s/veh 19.9 0.2 0.3 16.5 1.0 7.7 22.4 72.2 82.8 12.1 30.4 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 1.8 1.0 5.6 3.5 5.4 3.4 19.8 21.5 2.4 13.5 4.7 LnGrp Delay(d),s/veh 48.8 23.2 22.8 45.7 25.7 34.1 54.0 97.2 107.8 44.2 55.8 26.6 LnGrp LOS DCCDCCDFFDFC
Approach Vol, veh/h 525 685 1835 1933
Approach Delay, s/veh 35.1 35.5 97.6 50.9
Approach LOS D D F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 15.4 20.1 10.8 24.7 15.9 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.1 23.0 10.9 5.7 6.9 22.2 11.5 13.1 Green Ext Time (p_c), s 0.0 0.0 0.1 1.2 0.0 0.0 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 64.3
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Without Project PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 800 110 620 610 620 160 1078 940 480 825 82 Future Volume (veh/h) 124 800 110 620 610 620 160 1078 940 480 825 82 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 127 816 112 633 622 633 163 1100 959 490 842 84 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 161 811 111 193 492 438 237 1062 463 366 1583 157 Arrive On Green 0.09 0.26 0.26 0.11 0.28 0.28 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3121 428 1774 1770 1575 3442 3539 1544 3442 4692 466 Grp Volume(v), veh/h 127 463 465 633 622 633 163 1100 959 490 607 319 Grp Sat Flow(s),veh/h/ln 1774 1770 1779 1774 1770 1575 1721 1770 1544 1721 1695 1767 Q Serve(g_s), s 5.6 20.8 20.8 8.7 22.3 22.3 3.7 24.0 24.0 8.5 11.6 11.7 Cycle Q Clear(g_c), s 5.6 20.8 20.8 8.7 22.3 22.3 3.7 24.0 24.0 8.5 11.6 11.7 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 161 460 463 193 492 438 237 1062 463 366 1144 596 V/C Ratio(X) 0.79 1.01 1.01 3.28 1.26 1.45 0.69 1.04 2.07 1.34 0.53 0.53 Avail Cap(c_a), veh/h 255 460 463 193 492 438 237 1062 463 366 1144 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 29.6 29.6 35.7 28.9 28.9 36.4 28.0 28.0 35.8 21.4 21.4 Incr Delay (d2), s/veh 8.4 43.4 43.3 1039.7 134.2 212.9 8.2 37.4 489.2 170.4 1.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 15.6 15.7 60.0 29.1 35.5 2.0 17.2 73.1 12.7 5.7 6.2 LnGrp Delay(d),s/veh 44.0 73.0 72.9 1075.4 163.1 241.8 44.6 65.4 517.2 206.2 23.2 24.8 LnGrp LOS D FFFFFDFFFCC
Approach Vol, veh/h 1055 1888 2222 1416
Approach Delay, s/veh 69.4 495.3 258.9 86.9
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 10.0 31.5 11.7 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 10.5 26.0 10.7 22.8 5.7 13.7 7.6 24.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.1 0.1 0.0 Intersection Summary
HCM 2010 Ctrl Delay 259.3
HCM 2010 LOS F
Appendix N
Level of Service
Calculations
Cumulative Plus Project
Ag Housing
Conditions

HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Ag AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 210 885 1138 20 30 600
Future Volume (vph) 210 885 1138 20 30 600
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 215 3504 3477 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 228 962 1237 22 33 652
RTOR Reduction (vph) 0 0 0 0 0 157
Lane Group Flow (vph) 228 962 1259 0 33 495
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.8 20.8
Effective Green, g (s) 61.1 61.5 48.5 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 301 2394 1873 422 385
v/s Ratio Prot c0.08 0.27 0.36 0.02
v/s Ratio Perm c0.44 c0.31
v/c Ratio 0.76 0.40 0.67 0.08 1.29
Uniform Delay, d1 14.0 6.2 15.0 26.6 34.0
Progression Factor 1.82 0.33 1.00 1.00 1.00
Incremental Delay, d2 9.6 0.1 1.1 0.1 147.4
Delay (s) 35.0 2.2 16.1 26.6 181.4
Level of Service D A B C F
Approach Delay (s) 8.5 16.1 174.0
Approach LOS A B F
Intersection Summary
HCM 2000 Control Delay 47.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Ag AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 968 0 0 1433 305 250 0 127 0 0 0 Future Volume (vph) 0 968 0 0 1433 305 250 0 127 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3394 1624 1624 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3394 1624 1624 1530
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1052 0 0 1558 332 272 0 138 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 105 0 0 0
Lane Group Flow (vph) 0 1052 0 0 1890 0 136 136 33 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.8 20.8 20.8
Effective Green, g (s) 61.5 48.5 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2358 1828 387 387 365
v/s Ratio Prot c0.30 c0.56 c0.08 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.45 1.03 0.35 0.35 0.09
Uniform Delay, d1 6.5 20.8 28.5 28.5 26.6
Progression Factor 1.00 0.78 1.00 1.00 1.00
Incremental Delay, d2 0.2 24.4 0.6 0.6 0.1
Delay (s) 6.7 40.5 29.0 29.0 26.8
Level of Service A D C C C
Approach Delay (s) 6.7 40.5 28.2 0.0
Approach LOS A D C A
Intersection Summary
HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1045 1355 0 263 441
Future Volume (veh/h) 0 1045 1355 0 263 441
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1136 1473 0 286 479
Adj No. of Lanes 022021
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 042044
Cap, veh/h 0 1682 1715 0 1209 556
Arrive On Green 0.00 0.49 0.49 0.00 0.36 0.36
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1136 1473 0 286 479
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 13.5 19.8 0.0 3.2 15.5
Cycle Q Clear(g_c), s 0.0 13.5 19.8 0.0 3.2 15.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1682 1715 0 1209 556
V/C Ratio(X) 0.00 0.68 0.86 0.00 0.24 0.86
Avail Cap(c_a), veh/h 0 1981 2020 0 1334 614
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.3 11.9 0.0 11.8 15.7
Incr Delay (d2), s/veh 0.0 0.5 3.1 0.0 0.1 10.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.4 10.1 0.0 1.5 8.2
LnGrp Delay(d),s/veh 0.0 10.8 15.0 0.0 11.9 26.5
LnGrp LOS B B B C
Approach Vol, veh/h 1136 1473 765
Approach Delay, s/veh 10.8 15.0 21.0
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.3 23.0 30.3
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 15.5 17.5 21.8
Green Ext Time (p_c), s 3.3 0.9 3.4
Intersection Summary
HCM 2010 Ctrl Delay 14.9
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 220 20 1016 480 320 20 333 965 170 295 20 Future Volume (veh/h) 30 220 20 1016 480 320 20 333 965 170 295 20 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 32 234 21 1081 511 0 21 354 1027 181 314 21 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 59 361 32 1225 1544 807 46 703 1543 251 821 55 Arrive On Green 0.04 0.12 0.13 0.36 0.44 0.00 0.03 0.20 0.20 0.08 0.25 0.26 Sat Flow, veh/h 1659 3074 274 3374 3470 1552 1739 3470 2719 3342 3270 218 Grp Volume(v), veh/h 32 125 130 1081 511 0 21 354 1027 181 164 171 Grp Sat Flow(s),veh/h/ln 1659 1655 1693 1687 1735 1552 1739 1735 1359 1671 1718 1770 Q Serve(g_s), s 1.8 7.0 7.1 29.2 9.3 0.0 1.2 8.8 8.1 5.2 7.7 7.8 Cycle Q Clear(g_c), s 1.8 7.0 7.1 29.2 9.3 0.0 1.2 8.8 8.1 5.2 7.7 7.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 59 195 199 1225 1544 807 46 703 1543 251 432 445 V/C Ratio(X) 0.54 0.64 0.65 0.88 0.33 0.00 0.45 0.50 0.67 0.72 0.38 0.38 Avail Cap(c_a), veh/h 124 777 795 1283 2689 1320 107 1241 1964 309 667 688 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 41.0 41.0 29.0 17.6 0.0 46.7 34.4 3.8 44.0 30.2 30.1 Incr Delay (d2), s/veh 2.8 7.4 7.5 8.0 0.3 0.0 2.5 0.6 0.6 9.5 0.6 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 0.9 3.6 3.7 14.9 4.5 0.0 0.6 4.3 3.8 2.7 3.7 3.9 LnGrp Delay(d),s/veh 49.0 48.3 48.5 37.0 17.8 0.0 49.2 35.0 4.4 53.5 30.7 30.7 LnGrp LOS DDDDB DDADCC
Approach Vol, veh/h 287 1592 1402 516
Approach Delay, s/veh 48.5 30.9 12.8 38.7
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 41.3 16.9 8.6 30.4 9.0 49.3 13.3 25.7 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 31.2 9.1 3.2 9.8 3.8 11.3 7.2 10.8 Green Ext Time (p_c), s 4.1 2.3 0.0 1.3 0.0 5.9 0.2 8.3 Intersection Summary
HCM 2010 Ctrl Delay 26.6
HCM 2010 LOS C
HCM 2010 TWSC Cumulative Plus Project Ag AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 10.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0 Future Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 164 83 216 258 49 74 27 23 75 49 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 307 0 0 247 0 0 903 903 164 921 937 258 Stage 1 - - - - - - 164 164 - 690 690 -
Stage 2 - - - - - - 739 739 - 231 247 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1204 - - 1307 - - 256 275 875 251 265 781 Stage 1 - - - - - - 833 759 - 435 446 -
Stage 2 - - - - - - 406 421 - 772 702 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1204 - - 1307 - - 186 230 875 195 221 781 Mov Cap-2 Maneuver - - - - - - 186 230 - 195 221 -
Stage 1 - - - - - - 833 759 - 435 372 -
Stage 2 - - - - - - 294 352 - 725 702 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 28.8 46.7

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 186 346 1204 - - 1307 - - 204 -
HCM Lane V/C Ratio 0.397 0.145 - - - 0.165 - - 0.607 -
HCM Control Delay (s) 36.6 17.2 0 - - 8.3 - - 46.7 0
HCM Lane LOS E C A - - A - - E A
HCM 95th %tile Q(veh) 1.8 0.5 0 - - 0.6 - - 3.4 -
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 31 174 66 10 100 242 839 13 132 1111 48 Future Volume (veh/h) 79 31 174 66 10 100 242 839 13 132 1111 48 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 185 70 11 106 257 893 14 140 1182 51 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 259 272 231 151 24 155 206 1889 30 174 1241 553 Arrive On Green 0.15 0.15 0.15 0.12 0.10 0.10 0.12 0.37 0.37 0.10 0.35 0.35 Sat Flow, veh/h 1707 1792 1521 1528 240 1563 1757 5108 80 1774 3539 1578 Grp Volume(v), veh/h 58 69 185 81 0 106 257 587 320 140 1182 51 Grp Sat Flow(s),veh/h/ln 1707 1792 1521 1768 0 1563 1757 1679 1830 1774 1770 1578 Q Serve(g_s), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 11.4 11.4 6.6 27.8 1.9 Cycle Q Clear(g_c), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 11.4 11.4 6.6 27.8 1.9 Prop In Lane 1.00 1.00 0.86 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 259 272 231 175 0 155 206 1241 677 174 1241 553 V/C Ratio(X) 0.22 0.25 0.80 0.46 0.00 0.69 1.25 0.47 0.47 0.80 0.95 0.09 Avail Cap(c_a), veh/h 420 441 374 518 0 458 206 1241 677 229 1244 555 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 31.9 34.9 35.7 0.0 37.2 37.7 20.5 20.5 37.7 27.0 18.6 Incr Delay (d2), s/veh 0.4 0.5 6.3 1.9 0.0 5.3 145.5 0.3 0.5 14.3 15.5 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 1.2 1.5 4.6 1.9 0.0 2.6 13.1 5.3 5.8 3.9 16.1 0.8 LnGrp Delay(d),s/veh 32.2 32.4 41.2 37.6 0.0 42.5 183.2 20.8 21.1 52.0 42.5 18.7 LnGrp LOS CCDD DFCCDDB
Approach Vol, veh/h 312 187 1164 1373
Approach Delay, s/veh 37.6 40.4 56.7 42.6
Approach LOS D D E D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.0 16.0 35.9 14.4 14.4 37.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 12.0 12.0 29.8 7.6 8.6 13.4 Green Ext Time (p_c), s 0.9 0.0 0.1 0.6 0.1 3.7
Intersection Summary
HCM 2010 Ctrl Delay 47.4
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 301 292 141 412 374 228 124 540 335 163 675 247 Future Volume (veh/h) 301 292 141 412 374 228 124 540 335 163 675 247 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 320 311 150 438 398 243 132 574 356 173 718 263 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 333 327 158 469 415 353 133 973 435 198 786 288 Arrive On Green 0.19 0.28 0.28 0.14 0.22 0.22 0.08 0.28 0.28 0.11 0.31 0.31 Sat Flow, veh/h 1774 1188 573 3408 1845 1568 1774 3539 1583 1757 2514 921 Grp Volume(v), veh/h 320 0 461 438 398 243 132 574 356 173 501 480 Grp Sat Flow(s),veh/h/ln 1774 0 1762 1704 1845 1568 1774 1770 1583 1757 1752 1682 Q Serve(g_s), s 14.3 0.0 20.6 10.2 17.1 11.4 5.9 11.2 16.8 7.8 22.0 22.0 Cycle Q Clear(g_c), s 14.3 0.0 20.6 10.2 17.1 11.4 5.9 11.2 16.8 7.8 22.0 22.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 333 0 484 469 415 353 133 973 435 198 548 526 V/C Ratio(X) 0.96 0.00 0.95 0.93 0.96 0.69 0.99 0.59 0.82 0.88 0.91 0.91 Avail Cap(c_a), veh/h 333 0 484 469 415 353 133 973 435 198 548 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 0.0 28.5 34.1 30.6 28.4 37.0 25.1 27.1 34.9 26.5 26.5 Incr Delay (d2), s/veh 39.2 0.0 29.0 26.1 33.6 5.6 75.5 2.6 15.6 32.6 22.2 22.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 0.0 13.9 6.5 12.5 5.5 5.7 5.9 9.2 5.5 13.9 13.5 LnGrp Delay(d),s/veh 71.4 0.0 57.5 60.3 64.2 34.0 112.4 27.7 42.7 67.5 48.7 49.3 LnGrp LOS E E E E C F C D E D D
Approach Vol, veh/h 781 1079 1062 1154
Approach Delay, s/veh 63.2 55.8 43.3 51.8
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 26.0 15.0 26.0 10.0 29.0 19.0 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 22.0 11.0 22.0 6.0 25.0 15.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 18.8 12.2 22.6 7.9 24.0 16.3 19.1 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 52.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 378 236 136 392 111 161 715 73 126 1295 201 Future Volume (veh/h) 164 378 236 136 392 111 161 715 73 126 1295 201 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 189 434 271 156 451 0 185 822 84 145 1489 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1356 602 180 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.38 0.38 0.10 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 189 434 271 156 451 0 185 822 84 145 1489 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.9 18.9 15.0 7.8 21.6 0.0 7.6 16.8 3.1 7.2 36.0 0.0 Cycle Q Clear(g_c), s 4.9 18.9 15.0 7.8 21.6 0.0 7.6 16.8 3.1 7.2 36.0 0.0 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 199 391 327 185 476 404 150 1356 602 180 1416 633 V/C Ratio(X) 0.95 1.11 0.83 0.84 0.95 0.00 1.23 0.61 0.14 0.81 1.05 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1356 602 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 35.5 34.0 39.5 32.8 0.0 41.2 22.3 18.1 39.6 27.0 0.0 Incr Delay (d2), s/veh 49.6 78.5 16.2 27.8 28.6 0.0 150.2 0.8 0.1 8.2 38.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 18.2 7.9 5.2 14.8 0.0 10.0 8.4 1.4 4.0 25.1 0.0 LnGrp Delay(d),s/veh 91.9 114.1 50.2 67.3 61.5 0.0 191.4 23.1 18.2 47.8 65.8 0.0 LnGrp LOS F F D E E F C B D F
Approach Vol, veh/h 894 607 1091 1634
Approach Delay, s/veh 90.0 63.0 51.2 64.2
Approach LOS F E D E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 39.0 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.2 18.8 9.8 20.9 9.6 38.0 6.9 23.6 Green Ext Time (p_c), s 0.2 4.1 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 66.1
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 674 128 88 534 3 140 0 157 7 2 0 Future Volume (veh/h) 0 674 128 88 534 3 140 0 157 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 822 156 107 651 4 171 0 191 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 927 176 134 1612 10 644 0 547 410 80 0
Arrive On Green 0.00 0.32 0.32 0.08 0.49 0.49 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2885 547 1630 3314 20 1469 0 1568 830 228 0 Grp Volume(v), veh/h 0 490 488 107 319 336 171 0 191 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1713 1630 1626 1708 1469 0 1568 1059 0 0 Q Serve(g_s), s 0.0 14.7 14.7 3.5 6.8 6.8 0.0 0.0 4.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 14.7 14.7 3.5 6.8 6.8 3.8 0.0 4.9 3.9 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.01 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 553 551 134 791 831 644 0 547 489 0 0 V/C Ratio(X) 0.00 0.89 0.89 0.80 0.40 0.40 0.27 0.00 0.35 0.02 0.00 0.00 Avail Cap(c_a), veh/h 158 568 566 284 791 831 644 0 547 489 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.5 24.6 8.9 9.0 12.8 0.0 13.2 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 15.4 15.4 10.3 0.3 0.3 1.0 0.0 1.8 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.3 9.3 2.0 3.1 3.2 2.0 0.0 2.4 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 32.9 33.0 34.8 9.3 9.3 13.8 0.0 14.9 11.8 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 978 762 362 11
Approach Delay, s/veh 32.9 12.9 14.4 11.8
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.0 22.0 23.5 0.0 31.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 6.9 5.5 16.7 5.9 0.0 8.8
Green Ext Time (p_c), s 1.3 0.1 0.8 0.0 0.0 3.4
Intersection Summary
HCM 2010 Ctrl Delay 22.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 752 85 148 536 3 89 1 95 1 1 0 Future Volume (veh/h) 1 752 85 148 536 3 89 1 95 1 1 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 864 98 170 616 3 102 1 109 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 967 110 211 1475 7 573 5 489 308 278 0
Arrive On Green 0.00 0.31 0.31 0.13 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 3113 353 1660 3380 16 1379 15 1509 656 858 0 Grp Volume(v), veh/h 1 477 485 170 302 317 103 0 109 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1747 1660 1656 1740 1394 0 1509 1513 0 0 Q Serve(g_s), s 0.0 15.0 15.0 5.7 7.1 7.1 0.0 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.0 15.0 5.7 7.1 7.1 2.5 0.0 3.0 2.5 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 534 543 211 723 760 578 0 489 586 0 0 V/C Ratio(X) 0.33 0.89 0.89 0.80 0.42 0.42 0.18 0.00 0.22 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 545 554 295 723 760 578 0 489 586 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.3 18.7 18.7 24.1 11.0 11.0 13.8 0.0 14.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.4 16.8 16.6 10.5 0.4 0.4 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 9.5 9.6 3.2 3.3 3.4 1.3 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 81.7 35.5 35.3 34.6 11.4 11.4 14.5 0.0 15.0 13.0 0.0 0.0 LnGrp LOS F D D C B B B B B
Approach Vol, veh/h 963 789 212 2
Approach Delay, s/veh 35.4 16.4 14.8 13.0
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 11.7 22.1 22.9 4.6 29.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.0 7.7 17.0 4.5 2.0 9.1
Green Ext Time (p_c), s 0.7 0.1 0.6 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 25.5
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 590 620 340 290 640 251 590 280 250 210 410 761 Future Volume (veh/h) 590 620 340 290 640 251 590 280 250 210 410 761 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 608 639 351 299 660 0 608 289 258 216 423 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 624 634 348 207 781 349 109 419 363 231 565 480 Arrive On Green 0.18 0.29 0.29 0.12 0.22 0.00 0.06 0.24 0.24 0.13 0.31 0.00 Sat Flow, veh/h 3442 2206 1212 1740 3471 1553 1740 1763 1530 1757 1845 1568 Grp Volume(v), veh/h 608 512 478 299 660 0 608 284 263 216 423 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1649 1740 1736 1553 1740 1736 1557 1757 1845 1568 Q Serve(g_s), s 14.1 23.0 23.0 9.5 14.6 0.0 5.0 12.0 12.4 9.7 16.5 0.0 Cycle Q Clear(g_c), s 14.1 23.0 23.0 9.5 14.6 0.0 5.0 12.0 12.4 9.7 16.5 0.0 Prop In Lane 1.00 0.74 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 V/C Ratio(X) 0.97 1.01 1.01 1.45 0.85 0.00 5.59 0.69 0.71 0.94 0.75 0.00 Avail Cap(c_a), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.6 28.5 28.5 35.3 29.7 0.0 37.5 27.8 28.0 34.4 25.0 0.0 Incr Delay (d2), s/veh 29.6 41.7 43.2 226.3 8.5 0.0 2085.9 9.1 11.0 42.0 8.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 17.1 16.1 17.5 7.9 0.0 65.4 6.7 6.5 7.4 9.7 0.0 LnGrp Delay(d),s/veh 62.2 70.2 71.7 261.5 38.1 0.0 2123.4 36.9 39.0 76.5 33.8 0.0 LnGrp LOS E F F F D F D D E C
Approach Vol, veh/h 1598 959 1155 639
Approach Delay, s/veh 67.6 107.8 1135.7 48.2
Approach LOS E F F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 14.0 27.5 9.5 29.0 19.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 11.7 14.4 11.5 25.0 7.0 18.5 16.1 16.6 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 1.3 0.0 0.7 Intersection Summary
HCM 2010 Ctrl Delay 357.2
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Future Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 206 746 284 384 579 488 72 831 384 329 1526 471 Arrive On Green 0.12 0.21 0.21 0.22 0.31 0.31 0.04 0.25 0.25 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1349 1774 1863 1568 1774 3390 1566 3442 5085 1568 Grp Volume(v), veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Grp Sat Flow(s),veh/h/ln 1774 1770 1349 1774 1863 1568 1774 1695 1566 1721 1695 1568 Q Serve(g_s), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 Cycle Q Clear(g_c), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 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 206 746 284 384 579 488 72 831 384 329 1526 471 V/C Ratio(X) 0.82 0.51 0.57 0.90 0.61 0.62 0.64 0.86 0.96 0.75 0.56 0.34 Avail Cap(c_a), veh/h 252 822 313 400 589 496 135 831 384 333 1526 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 27.0 27.4 29.6 22.7 22.8 36.6 28.0 28.9 34.2 22.8 21.2 Incr Delay (d2), s/veh 15.6 0.5 1.9 22.1 1.9 2.3 9.1 11.2 36.7 9.3 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 3.6 3.2 9.5 6.7 5.8 1.2 8.5 11.7 3.0 5.4 3.0 LnGrp Delay(d),s/veh 49.1 27.6 29.4 51.6 24.6 25.1 45.7 39.1 65.6 43.4 24.3 23.1 LnGrp LOS DCCDCCDDEDCC
Approach Vol, veh/h 708 1004 1127 1265
Approach Delay, s/veh 33.1 34.0 48.0 27.9
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 23.5 21.3 20.8 7.6 27.8 13.5 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.4 20.0 16.7 10.3 4.0 13.0 9.2 14.8 Green Ext Time (p_c), s 0.0 0.0 0.1 1.9 0.0 3.8 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 35.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Future Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 249 582 101 180 684 112 90 773 157 202 1081 161 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 801 139 220 770 126 202 956 423 272 1308 195 Arrive On Green 0.14 0.27 0.27 0.12 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 3013 521 1774 3042 498 3408 3505 1551 3442 4468 665 Grp Volume(v), veh/h 249 341 342 180 398 398 90 773 157 202 820 422 Grp Sat Flow(s),veh/h/ln 1774 1770 1765 1774 1770 1770 1704 1752 1551 1721 1695 1743 Q Serve(g_s), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Cycle Q Clear(g_c), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Prop In Lane 1.00 0.30 1.00 0.28 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 242 471 469 220 448 448 202 956 423 272 992 510 V/C Ratio(X) 1.03 0.73 0.73 0.82 0.89 0.89 0.45 0.81 0.37 0.74 0.83 0.83 Avail Cap(c_a), veh/h 242 473 472 227 457 458 245 956 423 272 992 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 23.2 23.3 29.8 25.0 25.1 31.7 23.6 20.5 31.4 23.0 23.0 Incr Delay (d2), s/veh 65.5 5.4 5.6 20.2 18.4 18.7 1.5 7.3 2.5 10.5 7.8 14.3 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 6.7 6.7 4.6 9.6 9.6 0.9 7.8 2.7 2.3 8.4 9.5 LnGrp Delay(d),s/veh 95.6 28.7 28.9 50.0 43.5 43.7 33.2 30.9 23.0 41.9 30.8 37.3 LnGrp LOS F CCDDDCCCDCD
Approach Vol, veh/h 932 976 1020 1444
Approach Delay, s/veh 46.6 44.8 29.9 34.3
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 13.1 23.0 8.6 24.9 14.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.0 16.3 8.9 14.3 3.8 17.7 11.5 17.1 Green Ext Time (p_c), s 0.0 1.5 0.0 1.7 0.0 1.3 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.2
HCM 2010 LOS D
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Ag PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 481 1433 990 30 40 291
Future Volume (vph) 481 1433 990 30 40 291
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3471 1770 1583
Flt Permitted 0.14 1.00 1.00 0.95 1.00
Satd. Flow (perm) 259 3504 3471 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 486 1447 1000 30 40 294
RTOR Reduction (vph) 0 0 0 0 0 224
Lane Group Flow (vph) 486 1447 1030 0 40 70
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 59.6 59.6 38.6 20.0 20.0
Effective Green, g (s) 60.3 60.7 39.7 20.7 21.1
Actuated g/C Ratio 0.68 0.69 0.45 0.23 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 465 2406 1558 414 377
v/s Ratio Prot c0.20 0.41 0.30 0.02
v/s Ratio Perm c0.51 c0.04
v/c Ratio 1.05 0.60 0.66 0.10 0.19
Uniform Delay, d1 22.7 7.4 19.1 26.5 26.8
Progression Factor 1.11 0.54 1.00 1.00 1.00
Incremental Delay, d2 46.9 0.3 1.2 0.1 0.2
Delay (s) 72.1 4.3 20.3 26.6 27.0
Level of Service E A C C C
Approach Delay (s) 21.4 20.3 26.9
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 88.4 Sum of lost time (s) 11.6 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Ag PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1546 0 0 1017 264 572 0 369 0 0 0 Future Volume (vph) 0 1546 0 0 1017 264 572 0 369 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3358 1656 1656 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3358 1656 1656 1560
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1627 0 0 1071 278 602 0 388 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1627 0 0 1349 0 301 301 331 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 59.6 38.6 20.0 20.0 20.0
Effective Green, g (s) 60.7 39.7 20.7 20.7 20.7
Actuated g/C Ratio 0.69 0.45 0.23 0.23 0.23
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2393 1508 387 387 365
v/s Ratio Prot c0.47 c0.40 0.18 0.18
v/s Ratio Perm c0.21
v/c Ratio 0.68 0.89 0.78 0.78 0.91
Uniform Delay, d1 8.1 22.4 31.7 31.7 32.9
Progression Factor 1.00 0.40 1.00 1.00 1.00
Incremental Delay, d2 0.9 6.2 9.5 9.5 25.0
Delay (s) 9.0 15.1 41.2 41.2 57.9
Level of Service A B D D E
Approach Delay (s) 9.0 15.1 47.7 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 88.4 Sum of lost time (s) 12.3 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1604 1442 0 486 415
Future Volume (veh/h) 0 1604 1442 0 486 415
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1654 1487 0 501 428
Adj No. of Lanes 022021
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 022022
Cap, veh/h 0 1881 1881 0 1087 500
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1654 1487 0 501 428
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 22.9 18.9 0.0 6.5 14.2
Cycle Q Clear(g_c), s 0.0 22.9 18.9 0.0 6.5 14.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1881 1881 0 1087 500
V/C Ratio(X) 0.00 0.88 0.79 0.00 0.46 0.86
Avail Cap(c_a), veh/h 0 2142 2142 0 1131 520
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 11.1 10.2 0.0 14.9 17.5
Incr Delay (d2), s/veh 0.0 3.8 1.6 0.0 0.2 12.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.8 9.3 0.0 3.0 7.8
LnGrp Delay(d),s/veh 0.0 14.9 11.7 0.0 15.2 30.1
LnGrp LOS B B B C
Approach Vol, veh/h 1654 1487 929
Approach Delay, s/veh 14.9 11.7 22.0
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.9 21.3 33.9
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 24.9 16.2 20.9
Green Ext Time (p_c), s 3.9 0.5 4.3
Intersection Summary
HCM 2010 Ctrl Delay 15.4
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 400 20 687 550 620 30 597 1026 660 534 40 Future Volume (veh/h) 50 400 20 687 550 620 30 597 1026 660 534 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 52 412 21 708 567 0 31 615 1058 680 551 41 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 70 576 29 736 1225 808 57 844 1266 571 1244 92 Arrive On Green 0.04 0.18 0.18 0.22 0.35 0.00 0.03 0.24 0.24 0.17 0.38 0.38 Sat Flow, veh/h 1690 3264 166 3374 3470 1552 1756 3504 2759 3407 3306 246 Grp Volume(v), veh/h 52 212 221 708 567 0 31 615 1058 680 291 301 Grp Sat Flow(s),veh/h/ln 1690 1686 1745 1687 1735 1552 1756 1752 1379 1704 1752 1800 Q Serve(g_s), s 3.6 14.1 14.2 24.8 15.1 0.0 2.1 19.3 16.2 20.0 14.8 14.9 Cycle Q Clear(g_c), s 3.6 14.1 14.2 24.8 15.1 0.0 2.1 19.3 16.2 20.0 14.8 14.9 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 70 297 308 736 1225 808 57 844 1266 571 659 677 V/C Ratio(X) 0.74 0.71 0.72 0.96 0.46 0.00 0.55 0.73 0.84 1.19 0.44 0.44 Avail Cap(c_a), veh/h 99 657 680 736 1906 1113 88 999 1388 571 705 724 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 46.3 46.3 46.2 29.8 0.0 56.8 41.7 9.4 49.6 27.8 27.8 Incr Delay (d2), s/veh 8.7 6.6 6.5 24.6 0.6 0.0 3.0 2.2 4.3 102.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 7.2 7.4 14.0 7.3 0.0 1.1 9.6 6.9 17.5 7.3 7.5 LnGrp Delay(d),s/veh 65.3 52.9 52.8 70.7 30.4 0.0 59.9 43.9 13.7 151.7 28.3 28.2 LnGrp LOS E D D E C E D B F C C
Approach Vol, veh/h 485 1275 1704 1272
Approach Delay, s/veh 54.2 52.8 25.4 94.3
Approach LOS D D C F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 26.5 9.9 50.9 10.4 48.1 26.0 34.7 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 26.8 16.2 4.1 16.9 5.6 17.1 22.0 21.3 Green Ext Time (p_c), s 0.0 4.0 0.0 2.4 0.0 6.6 0.0 7.2 Intersection Summary
HCM 2010 Ctrl Delay 54.2
HCM 2010 LOS D
HCM 2010 TWSC Cumulative Plus Project Ag PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1 Future Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1
Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 336 50 146 377 81 67 56 52 59 33 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 459 0 0 392 0 0 1091 1107 342 1099 1076 387 Stage 1 - - - - - - 356 356 - 670 670 -
Stage 2 - - - - - - 735 751 - 429 406 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1066 - - 1140 - - 191 208 696 190 219 661 Stage 1 - - - - - - 657 625 - 446 455 -
Stage 2 - - - - - - 408 415 - 604 598 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1065 - - 1134 - - 146 179 693 120 188 655 Mov Cap-2 Maneuver - - - - - - 146 179 - 120 188 -
Stage 1 - - - - - - 649 618 - 443 396 -
Stage 2 - - - - - - 323 361 - 504 591 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.1 34.7 72

HCM LOS D F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 146 278 1065 - - 1134 - - 138 655
HCM Lane V/C Ratio 0.457 0.39 0.007 - - 0.129 - - 0.672 0.002 HCM Control Delay (s) 48.9 26 8.4 - - 8.6 - - 72.7 10.5 HCM Lane LOS E D A - - A - - F B
HCM 95th %tile Q(veh) 2.1 1.8 0 - - 0.4 - - 3.7 0
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 32 123 118 12 191 134 1378 19 231 927 38 Future Volume (veh/h) 84 32 123 118 12 191 134 1378 19 231 927 38 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 124 119 12 193 135 1392 19 233 936 38 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 203 213 179 258 26 250 169 1571 21 263 1262 561 Arrive On Green 0.12 0.12 0.12 0.18 0.16 0.16 0.10 0.30 0.30 0.15 0.36 0.36 Sat Flow, veh/h 1757 1845 1548 1619 163 1571 1774 5170 71 1774 3539 1574 Grp Volume(v), veh/h 58 69 124 131 0 193 135 913 498 233 936 38 Grp Sat Flow(s),veh/h/ln 1757 1845 1548 1782 0 1571 1774 1695 1850 1774 1770 1574 Q Serve(g_s), s 2.7 3.0 6.8 5.8 0.0 10.3 6.5 22.5 22.5 11.3 20.3 1.4 Cycle Q Clear(g_c), s 2.7 3.0 6.8 5.8 0.0 10.3 6.5 22.5 22.5 11.3 20.3 1.4 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 203 213 179 284 0 250 169 1030 562 263 1262 561 V/C Ratio(X) 0.29 0.32 0.69 0.46 0.00 0.77 0.80 0.89 0.89 0.89 0.74 0.07 Avail Cap(c_a), veh/h 400 420 353 507 0 447 263 1081 590 263 1262 561 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 35.7 37.3 32.8 0.0 35.4 38.9 29.1 29.1 36.7 24.7 18.6 Incr Delay (d2), s/veh 0.8 0.9 4.8 1.2 0.0 5.0 9.1 8.8 14.7 28.4 2.4 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 1.3 1.6 3.1 2.9 0.0 4.8 3.6 11.8 13.8 7.6 10.3 0.6 LnGrp Delay(d),s/veh 36.3 36.6 42.1 34.0 0.0 40.3 48.0 37.9 43.8 65.1 27.1 18.7 LnGrp LOS DDDC DDDDECB
Approach Vol, veh/h 251 324 1546 1207
Approach Delay, s/veh 39.2 37.8 40.7 34.2
Approach LOS DDDC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.1 14.4 37.3 20.0 19.0 32.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 8.8 8.5 22.3 12.3 13.3 24.5 Green Ext Time (p_c), s 0.7 0.2 2.4 1.1 0.0 2.2
Intersection Summary
HCM 2010 Ctrl Delay 37.9
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 115 221 419 120 211 232 790 651 116 675 391 Future Volume (veh/h) 453 115 221 419 120 211 232 790 651 116 675 391 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 498 126 243 460 132 232 255 868 715 127 742 430 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 484 152 293 523 271 230 226 1236 553 154 669 386 Arrive On Green 0.27 0.27 0.27 0.15 0.15 0.15 0.13 0.35 0.35 0.09 0.31 0.31 Sat Flow, veh/h 1774 570 1099 3442 1863 1583 1774 3539 1583 1774 2163 1249 Grp Volume(v), veh/h 498 0 369 460 132 232 255 868 715 127 606 566 Grp Sat Flow(s),veh/h/ln 1774 0 1669 1721 1863 1583 1774 1770 1583 1774 1770 1642 Q Serve(g_s), s 30.0 0.0 22.9 14.4 7.2 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Cycle Q Clear(g_c), s 30.0 0.0 22.9 14.4 7.2 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Prop In Lane 1.00 0.66 1.00 1.00 1.00 1.00 1.00 0.76
Lane Grp Cap(c), veh/h 484 0 444 523 271 230 226 1236 553 154 547 508 V/C Ratio(X) 1.03 0.00 0.83 0.88 0.49 1.01 1.13 0.70 1.29 0.82 1.11 1.11 Avail Cap(c_a), veh/h 484 0 444 563 271 230 226 1236 553 177 547 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 38.0 45.7 43.2 47.0 48.0 30.9 35.8 49.4 38.0 38.0 Incr Delay (d2), s/veh 48.6 0.0 12.5 14.2 1.4 61.2 99.1 3.3 144.8 23.2 71.8 75.1 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 21.2 0.0 12.1 7.9 3.8 10.9 13.1 11.9 38.9 4.8 27.5 26.0 LnGrp Delay(d),s/veh 88.6 0.0 50.5 59.9 44.6 108.2 147.1 34.2 180.6 72.6 109.8 113.1 LnGrp LOS F D E D F F C F E F F
Approach Vol, veh/h 867 824 1838 1299
Approach Delay, s/veh 72.4 71.0 106.8 107.6
Approach LOS E E F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 42.4 20.7 33.3 18.0 38.0 34.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 37.0 18.0 28.0 14.0 34.0 30.0 16.0 Max Q Clear Time (g_c+I1), s 9.7 40.4 16.4 24.9 16.0 36.0 32.0 18.0 Green Ext Time (p_c), s 0.0 0.0 0.3 0.7 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 94.7
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 427 158 113 377 285 254 1349 93 162 872 192 Future Volume (veh/h) 334 427 158 113 377 285 254 1349 93 162 872 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 348 445 165 118 393 0 265 1405 97 169 908 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 276 393 327 147 399 339 241 1385 607 202 1307 585 Arrive On Green 0.08 0.21 0.21 0.08 0.21 0.00 0.14 0.39 0.39 0.11 0.37 0.00 Sat Flow, veh/h 3442 1863 1550 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 348 445 165 118 393 0 265 1405 97 169 908 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1550 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 7.2 19.0 8.4 5.9 18.9 0.0 12.2 35.1 3.6 8.4 19.5 0.0 Cycle Q Clear(g_c), s 7.2 19.0 8.4 5.9 18.9 0.0 12.2 35.1 3.6 8.4 19.5 0.0 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 276 393 327 147 399 339 241 1385 607 202 1307 585 V/C Ratio(X) 1.26 1.13 0.50 0.80 0.99 0.00 1.10 1.01 0.16 0.84 0.69 0.00 Avail Cap(c_a), veh/h 276 393 327 156 399 339 241 1385 607 208 1317 589 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.3 35.4 31.2 40.4 35.1 0.0 38.8 27.3 17.7 38.9 24.0 0.0 Incr Delay (d2), s/veh 142.9 86.0 1.2 24.0 41.2 0.0 86.8 27.9 0.1 24.2 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 19.0 3.7 3.9 14.2 0.0 11.7 22.3 1.6 5.4 9.7 0.0 LnGrp Delay(d),s/veh 184.1 121.4 32.5 64.4 76.3 0.0 125.6 55.2 17.9 63.2 25.6 0.0 LnGrp LOS F F C E E F F B E C
Approach Vol, veh/h 958 511 1767 1077
Approach Delay, s/veh 128.9 73.6 63.7 31.5
Approach LOS F E E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 39.6 11.9 23.5 16.7 37.6 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 10.4 37.1 7.9 21.0 14.2 21.5 9.2 20.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 71.3
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1075 141 83 649 4 86 2 154 5 0 1 Future Volume (veh/h) 0 1075 141 83 649 4 86 2 154 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 1097 144 85 662 4 88 2 157 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1096 144 109 1733 10 581 12 509 430 11 65
Arrive On Green 0.00 0.37 0.37 0.06 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 3000 393 1675 3406 21 1368 35 1524 942 32 195 Grp Volume(v), veh/h 0 616 625 85 325 341 90 0 157 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1706 1675 1671 1756 1403 0 1524 1168 0 0 Q Serve(g_s), s 0.0 20.9 20.9 2.9 6.8 6.8 0.0 0.0 4.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 20.9 20.9 2.9 6.8 6.8 2.1 0.0 4.4 2.1 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.01 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 616 623 109 850 893 593 0 509 505 0 0 V/C Ratio(X) 0.00 1.00 1.00 0.78 0.38 0.38 0.15 0.00 0.31 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 616 623 190 850 893 593 0 509 505 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.1 18.2 26.4 8.6 8.6 13.4 0.0 14.1 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 36.1 36.7 11.6 0.3 0.3 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.8 16.0 1.7 3.1 3.3 1.1 0.0 2.1 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 54.3 54.8 37.9 8.8 8.8 13.9 0.0 15.7 12.8 0.0 0.0 LnGrp LOS D F D A A B B B
Approach Vol, veh/h 1241 751 247 6
Approach Delay, s/veh 54.5 12.1 15.1 12.8
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.2 25.4 23.6 0.0 33.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.4 4.9 22.9 4.1 0.0 8.8
Green Ext Time (p_c), s 0.8 0.0 0.0 0.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 35.9
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 977 257 339 662 0 74 0 62 0 3 0 Future Volume (veh/h) 1 977 257 339 662 0 74 0 62 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 1028 271 357 697 0 78 0 65 0 3 0 Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 916 240 399 1983 0 418 0 367 0 470 0
Arrive On Green 0.00 0.34 0.34 0.23 0.57 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2670 700 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 654 645 357 697 0 78 0 65 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1668 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 15.4 8.3 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 15.4 8.3 0.0 3.8 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 0.42 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 584 572 399 1983 0 418 0 367 0 470 0 V/C Ratio(X) 0.43 1.12 1.13 0.89 0.35 0.00 0.19 0.00 0.18 0.00 0.01 0.00 Avail Cap(c_a), veh/h 111 584 572 462 1983 0 418 0 367 0 470 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.5 25.4 25.4 28.8 8.9 0.0 23.0 0.0 22.6 0.0 21.6 0.0 Incr Delay (d2), s/veh 91.1 74.3 77.9 17.8 0.1 0.0 1.0 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 24.4 24.5 9.3 4.0 0.0 1.4 0.0 1.2 0.0 0.1 0.0 LnGrp Delay(d),s/veh 129.6 99.7 103.2 46.7 9.0 0.0 24.0 0.0 23.6 0.0 21.6 0.0 LnGrp LOS F F F D A C C C
Approach Vol, veh/h 1300 1054 143 3
Approach Delay, s/veh 101.5 21.7 23.8 21.6
Approach LOS F C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.2 31.0 24.0 4.6 48.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.8 17.4 28.5 2.1 2.0 10.3 Green Ext Time (p_c), s 0.4 0.4 0.0 0.0 0.0 5.5
Intersection Summary
HCM 2010 Ctrl Delay 63.3
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 557 640 330 350 800 325 300 376 730 284 263 586 Future Volume (veh/h) 557 640 330 350 800 325 300 376 730 284 263 586 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 580 667 344 365 833 0 312 392 760 296 274 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 692 357 143 810 363 112 427 382 253 597 508 Arrive On Green 0.16 0.31 0.31 0.08 0.23 0.00 0.06 0.24 0.24 0.14 0.32 0.00 Sat Flow, veh/h 3442 2259 1165 1757 3505 1568 1757 1752 1568 1757 1845 1568 Grp Volume(v), veh/h 580 522 489 365 833 0 312 392 760 296 274 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1655 1757 1752 1568 1757 1752 1568 1757 1845 1568 Q Serve(g_s), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.4 19.5 11.5 9.4 0.0 Cycle Q Clear(g_c), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.4 19.5 11.5 9.4 0.0 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 V/C Ratio(X) 1.08 0.96 0.96 2.56 1.03 0.00 2.79 0.92 1.99 1.17 0.46 0.00 Avail Cap(c_a), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 27.3 27.3 36.8 30.8 0.0 37.5 29.5 30.3 34.3 21.5 0.0 Incr Delay (d2), s/veh 61.7 29.6 30.9 720.8 38.9 0.0 827.9 27.1 454.1 111.2 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 15.8 14.9 31.7 13.3 0.0 28.2 11.6 56.6 13.3 5.2 0.0 LnGrp Delay(d),s/veh 95.4 56.9 58.2 757.6 69.6 0.0 865.4 56.6 484.4 145.5 24.0 0.0 LnGrp LOS F E E F F F E F F C
Approach Vol, veh/h 1591 1198 1464 570
Approach Delay, s/veh 71.4 279.2 451.0 87.1
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 11.0 29.0 9.6 30.4 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 21.5 8.5 25.3 7.1 11.4 14.5 20.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 240.1
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 210 60 221 190 248 120 1393 251 195 1428 237 Future Volume (veh/h) 235 210 60 221 190 248 120 1393 251 195 1428 237 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 245 219 62 230 198 258 125 1451 261 203 1488 247 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 287 776 339 273 394 330 158 1278 229 267 1445 441 Arrive On Green 0.16 0.22 0.22 0.15 0.21 0.21 0.09 0.30 0.30 0.08 0.28 0.28 Sat Flow, veh/h 1774 3539 1547 1774 1863 1561 1774 4322 776 3442 5085 1550 Grp Volume(v), veh/h 245 219 62 230 198 258 125 1138 574 203 1488 247 Grp Sat Flow(s),veh/h/ln 1774 1770 1547 1774 1863 1561 1774 1695 1708 1721 1695 1550 Q Serve(g_s), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Cycle Q Clear(g_c), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 287 776 339 273 394 330 158 1003 505 267 1445 441 V/C Ratio(X) 0.85 0.28 0.18 0.84 0.50 0.78 0.79 1.13 1.14 0.76 1.03 0.56 Avail Cap(c_a), veh/h 300 897 392 312 485 407 162 1003 505 267 1445 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 23.1 22.5 29.2 24.7 26.4 31.7 25.0 25.0 32.1 25.4 21.6 Incr Delay (d2), s/veh 20.1 0.2 0.3 16.7 1.0 7.7 22.4 73.1 83.6 12.1 31.6 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 1.8 1.0 5.6 3.5 5.4 3.4 19.9 21.6 2.4 13.6 4.7 LnGrp Delay(d),s/veh 49.0 23.3 22.8 45.9 25.7 34.1 54.1 98.1 108.6 44.2 57.0 26.7 LnGrp LOS DCCDCCDFFDFC
Approach Vol, veh/h 526 686 1837 1938
Approach Delay, s/veh 35.2 35.6 98.4 51.8
Approach LOS D D F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 15.4 20.1 10.8 24.7 16.0 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.1 23.0 10.9 5.7 6.9 22.2 11.5 13.1 Green Ext Time (p_c), s 0.0 0.0 0.1 1.2 0.0 0.0 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 65.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 802 110 620 612 620 160 1078 940 480 825 84 Future Volume (veh/h) 125 802 110 620 612 620 160 1078 940 480 825 84 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 128 818 112 633 624 633 163 1100 959 490 842 86 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 162 812 111 193 491 437 237 1062 463 366 1579 161 Arrive On Green 0.09 0.26 0.26 0.11 0.28 0.28 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3122 427 1774 1770 1575 3442 3539 1544 3442 4680 476 Grp Volume(v), veh/h 128 464 466 633 624 633 163 1100 959 490 609 319 Grp Sat Flow(s),veh/h/ln 1774 1770 1780 1774 1770 1575 1721 1770 1544 1721 1695 1765 Q Serve(g_s), s 5.7 20.8 20.8 8.7 22.2 22.2 3.7 24.0 24.0 8.5 11.6 11.7 Cycle Q Clear(g_c), s 5.7 20.8 20.8 8.7 22.2 22.2 3.7 24.0 24.0 8.5 11.6 11.7 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 162 460 463 193 491 437 237 1062 463 366 1144 596 V/C Ratio(X) 0.79 1.01 1.01 3.28 1.27 1.45 0.69 1.04 2.07 1.34 0.53 0.54 Avail Cap(c_a), veh/h 255 460 463 193 491 437 237 1062 463 366 1144 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 29.6 29.6 35.7 28.9 28.9 36.4 28.0 28.0 35.8 21.4 21.4 Incr Delay (d2), s/veh 8.4 43.9 43.8 1039.7 137.1 214.4 8.2 37.4 489.2 170.4 1.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.7 15.8 60.0 29.5 35.6 2.0 17.2 73.1 12.7 5.7 6.2 LnGrp Delay(d),s/veh 44.0 73.5 73.4 1075.4 166.0 243.3 44.6 65.4 517.2 206.2 23.2 24.9 LnGrp LOS D FFFFFDFFFCC
Approach Vol, veh/h 1058 1890 2222 1418
Approach Delay, s/veh 69.9 496.5 258.9 86.8
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 10.0 31.5 11.8 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 10.5 26.0 10.7 22.8 5.7 13.7 7.7 24.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.1 0.1 0.0 Intersection Summary
HCM 2010 Ctrl Delay 259.6
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 7: N Davis Rd & W Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 301 292 140 412 373 228 120 540 335 163 675 246 Future Volume (veh/h) 301 292 140 412 373 228 120 540 335 163 675 246 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 320 311 149 438 397 243 128 574 356 173 718 262 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 333 328 157 469 415 353 133 973 435 198 786 287 Arrive On Green 0.19 0.28 0.28 0.14 0.22 0.22 0.08 0.28 0.28 0.11 0.31 0.31 Sat Flow, veh/h 1774 1191 571 3408 1845 1568 1774 3539 1583 1757 2517 918 Grp Volume(v), veh/h 320 0 460 438 397 243 128 574 356 173 500 480 Grp Sat Flow(s),veh/h/ln 1774 0 1762 1704 1845 1568 1774 1770 1583 1757 1752 1683 Q Serve(g_s), s 14.3 0.0 20.5 10.2 17.0 11.4 5.8 11.2 16.8 7.8 22.0 22.0 Cycle Q Clear(g_c), s 14.3 0.0 20.5 10.2 17.0 11.4 5.8 11.2 16.8 7.8 22.0 22.0 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 333 0 485 469 415 353 133 973 435 198 548 526 V/C Ratio(X) 0.96 0.00 0.95 0.93 0.96 0.69 0.96 0.59 0.82 0.88 0.91 0.91 Avail Cap(c_a), veh/h 333 0 485 469 415 353 133 973 435 198 548 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 0.0 28.5 34.1 30.6 28.4 36.9 25.1 27.1 34.9 26.5 26.5 Incr Delay (d2), s/veh 39.2 0.0 28.5 26.1 33.1 5.6 66.2 2.6 15.6 32.6 22.1 22.7 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 10.6 0.0 13.8 6.5 12.4 5.5 5.3 5.9 9.2 5.5 13.9 13.5 LnGrp Delay(d),s/veh 71.4 0.0 56.9 60.3 63.7 34.0 103.0 27.7 42.7 67.5 48.5 49.2 LnGrp LOS E E E E C F C D E D D
Approach Vol, veh/h 780 1078 1058 1153
Approach Delay, s/veh 62.9 55.6 41.9 51.6
Approach LOS E E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 26.0 15.0 26.0 10.0 29.0 19.0 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 22.0 11.0 22.0 6.0 25.0 15.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 18.8 12.2 22.5 7.8 24.0 16.3 19.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 52.3
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 7: N Davis Rd & W Rossi St With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 301 292 141 412 374 228 124 540 335 163 675 247 Future Volume (veh/h) 301 292 141 412 374 228 124 540 335 163 675 247 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1845 1845 1845 Adj Flow Rate, veh/h 320 311 150 438 398 243 132 574 356 173 718 263 Adj No. of Lanes 211211121121
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, % 222333222333
Cap, veh/h 383 413 351 487 468 398 167 955 654 195 1005 450 Arrive On Green 0.11 0.22 0.22 0.14 0.25 0.25 0.09 0.27 0.27 0.11 0.29 0.29 Sat Flow, veh/h 3442 1863 1583 3408 1845 1568 1774 3539 1583 1757 3505 1568 Grp Volume(v), veh/h 320 311 150 438 398 243 132 574 356 173 718 263 Grp Sat Flow(s),veh/h/ln 1721 1863 1583 1704 1845 1568 1774 1770 1583 1757 1752 1568 Q Serve(g_s), s 5.7 9.8 5.1 8.0 12.9 8.6 4.6 8.9 10.7 6.1 11.6 9.1 Cycle Q Clear(g_c), s 5.7 9.8 5.1 8.0 12.9 8.6 4.6 8.9 10.7 6.1 11.6 9.1 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 383 413 351 487 468 398 167 955 654 195 1005 450 V/C Ratio(X) 0.84 0.75 0.43 0.90 0.85 0.61 0.79 0.60 0.54 0.89 0.71 0.58 Avail Cap(c_a), veh/h 383 473 402 487 527 448 197 955 654 195 1005 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 22.9 21.1 26.5 22.4 20.8 27.9 20.0 14.0 27.6 20.1 19.2 Incr Delay (d2), s/veh 14.9 5.8 0.8 19.4 11.5 2.0 16.5 2.8 3.2 34.9 4.3 5.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.7 2.3 5.0 8.0 3.9 3.0 4.7 5.2 4.9 6.2 4.5 LnGrp Delay(d),s/veh 42.3 28.7 21.9 46.0 33.9 22.7 44.4 22.8 17.2 62.5 24.5 24.7 LnGrp LOS DCCDCCDCBECC
Approach Vol, veh/h 781 1079 1062 1154
Approach Delay, s/veh 33.0 36.3 23.6 30.2
Approach LOS CDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 21.0 13.0 18.0 9.9 22.1 11.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 17.0 9.0 16.0 7.0 17.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 8.1 12.7 10.0 11.8 6.6 13.6 7.7 14.9 Green Ext Time (p_c), s 0.0 2.0 0.0 0.9 0.0 1.8 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 30.6
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 378 236 136 391 111 161 715 73 126 1295 201 Future Volume (veh/h) 164 378 236 136 391 111 161 715 73 126 1295 201 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 189 434 271 156 449 0 185 822 84 145 1489 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1356 602 180 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.38 0.38 0.10 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 189 434 271 156 449 0 185 822 84 145 1489 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.9 18.9 15.0 7.8 21.5 0.0 7.6 16.8 3.1 7.2 36.0 0.0 Cycle Q Clear(g_c), s 4.9 18.9 15.0 7.8 21.5 0.0 7.6 16.8 3.1 7.2 36.0 0.0 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 199 391 327 185 476 404 150 1356 602 180 1416 633 V/C Ratio(X) 0.95 1.11 0.83 0.84 0.94 0.00 1.23 0.61 0.14 0.81 1.05 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1356 602 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 35.5 34.0 39.5 32.8 0.0 41.2 22.3 18.1 39.6 27.0 0.0 Incr Delay (d2), s/veh 49.6 78.5 16.2 27.8 27.8 0.0 150.2 0.8 0.1 8.2 38.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 18.2 7.9 5.2 14.5 0.0 10.0 8.4 1.4 4.0 25.1 0.0 LnGrp Delay(d),s/veh 91.9 114.1 50.2 67.3 60.5 0.0 191.4 23.1 18.2 47.8 65.8 0.0 LnGrp LOS F F D E E F C B D F
Approach Vol, veh/h 894 605 1091 1634
Approach Delay, s/veh 90.0 62.3 51.2 64.2
Approach LOS F E D E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 39.0 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.2 18.8 9.8 20.9 9.6 38.0 6.9 23.5 Green Ext Time (p_c), s 0.2 4.1 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 66.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 674 128 88 534 3 139 0 157 7 2 0 Future Volume (veh/h) 0 674 128 88 534 3 139 0 157 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 822 156 107 651 4 170 0 191 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 927 176 134 1612 10 644 0 547 410 80 0
Arrive On Green 0.00 0.32 0.32 0.08 0.49 0.49 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2885 547 1630 3314 20 1468 0 1568 832 228 0 Grp Volume(v), veh/h 0 490 488 107 319 336 170 0 191 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1713 1630 1626 1708 1468 0 1568 1060 0 0 Q Serve(g_s), s 0.0 14.7 14.7 3.5 6.8 6.8 0.0 0.0 4.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 14.7 14.7 3.5 6.8 6.8 3.8 0.0 4.9 3.8 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.01 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 553 551 134 791 831 644 0 547 490 0 0 V/C Ratio(X) 0.00 0.89 0.89 0.80 0.40 0.40 0.26 0.00 0.35 0.02 0.00 0.00 Avail Cap(c_a), veh/h 158 568 566 284 791 831 644 0 547 490 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.5 17.5 24.6 8.9 9.0 12.8 0.0 13.2 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 15.4 15.4 10.3 0.3 0.3 1.0 0.0 1.8 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.3 9.3 2.0 3.1 3.2 2.0 0.0 2.4 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 32.9 33.0 34.8 9.3 9.3 13.8 0.0 14.9 11.8 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 978 762 361 11
Approach Delay, s/veh 32.9 12.9 14.4 11.8
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.0 22.0 23.5 0.0 31.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 6.9 5.5 16.7 5.8 0.0 8.8
Green Ext Time (p_c), s 1.3 0.1 0.8 0.0 0.0 3.4
Intersection Summary
HCM 2010 Ctrl Delay 22.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 752 85 148 536 3 89 1 95 1 1 0 Future Volume (veh/h) 1 752 85 148 536 3 89 1 95 1 1 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 864 98 170 616 3 102 1 109 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 967 110 211 1475 7 573 5 489 308 278 0
Arrive On Green 0.00 0.31 0.31 0.13 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 3113 353 1660 3380 16 1379 15 1509 656 858 0 Grp Volume(v), veh/h 1 477 485 170 302 317 103 0 109 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1747 1660 1656 1740 1394 0 1509 1513 0 0 Q Serve(g_s), s 0.0 15.0 15.0 5.7 7.1 7.1 0.0 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.0 15.0 5.7 7.1 7.1 2.5 0.0 3.0 2.5 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 534 543 211 723 760 578 0 489 586 0 0 V/C Ratio(X) 0.33 0.89 0.89 0.80 0.42 0.42 0.18 0.00 0.22 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 545 554 295 723 760 578 0 489 586 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.3 18.7 18.7 24.1 11.0 11.0 13.8 0.0 14.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.4 16.8 16.6 10.5 0.4 0.4 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 9.5 9.6 3.2 3.3 3.4 1.3 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 81.7 35.5 35.3 34.6 11.4 11.4 14.5 0.0 15.0 13.0 0.0 0.0 LnGrp LOS F D D C B B B B B
Approach Vol, veh/h 963 789 212 2
Approach Delay, s/veh 35.4 16.4 14.8 13.0
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 11.7 22.1 22.9 4.6 29.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.0 7.7 17.0 4.5 2.0 9.1
Green Ext Time (p_c), s 0.7 0.1 0.6 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 25.5
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 11: Davis Rd & Blanco Rd With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 589 620 340 290 640 250 590 279 250 210 410 760 Future Volume (veh/h) 589 620 340 290 640 250 590 279 250 210 410 760 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 607 639 351 299 660 0 608 288 258 216 423 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 624 634 348 207 781 349 109 418 364 231 565 480 Arrive On Green 0.18 0.29 0.29 0.12 0.22 0.00 0.06 0.24 0.24 0.13 0.31 0.00 Sat Flow, veh/h 3442 2206 1212 1740 3471 1553 1740 1760 1532 1757 1845 1568 Grp Volume(v), veh/h 607 512 478 299 660 0 608 284 262 216 423 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1649 1740 1736 1553 1740 1736 1557 1757 1845 1568 Q Serve(g_s), s 14.0 23.0 23.0 9.5 14.6 0.0 5.0 11.9 12.4 9.7 16.5 0.0 Cycle Q Clear(g_c), s 14.0 23.0 23.0 9.5 14.6 0.0 5.0 11.9 12.4 9.7 16.5 0.0 Prop In Lane 1.00 0.74 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 V/C Ratio(X) 0.97 1.01 1.01 1.45 0.85 0.00 5.59 0.69 0.71 0.94 0.75 0.00 Avail Cap(c_a), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.6 28.5 28.5 35.3 29.7 0.0 37.5 27.8 28.0 34.4 25.0 0.0 Incr Delay (d2), s/veh 29.3 41.7 43.2 226.3 8.5 0.0 2085.9 9.1 10.9 42.0 8.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 17.1 16.1 17.5 7.9 0.0 65.4 6.7 6.4 7.4 9.7 0.0 LnGrp Delay(d),s/veh 61.8 70.2 71.7 261.5 38.1 0.0 2123.4 36.9 38.9 76.5 33.8 0.0 LnGrp LOS E F F F D F D D E C
Approach Vol, veh/h 1597 959 1154 639
Approach Delay, s/veh 67.5 107.8 1136.7 48.2
Approach LOS E F F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 14.0 27.5 9.5 29.0 19.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 11.7 14.4 11.5 25.0 7.0 18.5 16.0 16.6 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 1.3 0.0 0.7 Intersection Summary
HCM 2010 Ctrl Delay 357.2
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 12: N Main St & W Alvin Dr/E Alvin Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Future Volume (veh/h) 146 330 140 300 310 264 40 620 320 216 745 140 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 206 746 284 384 579 488 72 831 384 329 1526 471 Arrive On Green 0.12 0.21 0.21 0.22 0.31 0.31 0.04 0.25 0.25 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1349 1774 1863 1568 1774 3390 1566 3442 5085 1568 Grp Volume(v), veh/h 168 379 161 345 356 303 46 713 368 248 856 161 Grp Sat Flow(s),veh/h/ln 1774 1770 1349 1774 1863 1568 1774 1695 1566 1721 1695 1568 Q Serve(g_s), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 Cycle Q Clear(g_c), s 7.2 7.3 8.3 14.7 12.6 12.8 2.0 15.6 18.0 5.4 11.0 6.2 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 206 746 284 384 579 488 72 831 384 329 1526 471 V/C Ratio(X) 0.82 0.51 0.57 0.90 0.61 0.62 0.64 0.86 0.96 0.75 0.56 0.34 Avail Cap(c_a), veh/h 252 822 313 400 589 496 135 831 384 333 1526 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 27.0 27.4 29.6 22.7 22.8 36.6 28.0 28.9 34.2 22.8 21.2 Incr Delay (d2), s/veh 15.6 0.5 1.9 22.1 1.9 2.3 9.1 11.2 36.7 9.3 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 3.6 3.2 9.5 6.7 5.9 1.2 8.5 11.7 3.0 5.4 2.9 LnGrp Delay(d),s/veh 49.1 27.6 29.4 51.6 24.6 25.1 45.7 39.1 65.6 43.4 24.3 23.1 LnGrp LOS DCCDCCDDEDCC
Approach Vol, veh/h 708 1004 1127 1265
Approach Delay, s/veh 33.1 34.0 48.0 27.9
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 23.5 21.3 20.8 7.6 27.8 13.5 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.4 20.0 16.7 10.3 4.0 13.0 9.2 14.8 Green Ext Time (p_c), s 0.0 0.0 0.1 1.9 0.0 3.8 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 35.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag AM 13: N Main St & W Laurel Dr/E Laurel Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Future Volume (veh/h) 222 518 90 160 609 100 80 688 140 180 962 143 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 249 582 101 180 684 112 90 773 157 202 1081 161 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 801 139 220 770 126 202 956 423 272 1308 195 Arrive On Green 0.14 0.27 0.27 0.12 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 3013 521 1774 3042 498 3408 3505 1551 3442 4468 665 Grp Volume(v), veh/h 249 341 342 180 398 398 90 773 157 202 820 422 Grp Sat Flow(s),veh/h/ln 1774 1770 1765 1774 1770 1770 1704 1752 1551 1721 1695 1743 Q Serve(g_s), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Cycle Q Clear(g_c), s 9.5 12.2 12.3 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.7 15.7 Prop In Lane 1.00 0.30 1.00 0.28 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 242 471 469 220 448 448 202 956 423 272 992 510 V/C Ratio(X) 1.03 0.73 0.73 0.82 0.89 0.89 0.45 0.81 0.37 0.74 0.83 0.83 Avail Cap(c_a), veh/h 242 473 472 227 457 458 245 956 423 272 992 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 23.2 23.3 29.8 25.0 25.1 31.7 23.6 20.5 31.4 23.0 23.0 Incr Delay (d2), s/veh 65.5 5.4 5.6 20.2 18.4 18.7 1.5 7.3 2.5 10.5 7.8 14.3 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 6.7 6.7 4.6 9.6 9.6 0.9 7.8 2.7 2.3 8.4 9.5 LnGrp Delay(d),s/veh 95.6 28.7 28.9 50.0 43.5 43.7 33.2 30.9 23.0 41.9 30.8 37.3 LnGrp LOS F CCDDDCCCDCD
Approach Vol, veh/h 932 976 1020 1444
Approach Delay, s/veh 46.6 44.8 29.9 34.3
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 13.1 23.0 8.6 24.9 14.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.0 16.3 8.9 14.3 3.8 17.7 11.5 17.1 Green Ext Time (p_c), s 0.0 1.5 0.0 1.7 0.0 1.3 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 7: N Davis Rd & W Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 455 110 200 419 114 211 212 790 651 116 644 379 Future Volume (veh/h) 455 110 200 419 114 211 212 790 651 116 644 379 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 500 121 220 460 125 232 233 868 715 127 708 416 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 484 158 287 523 271 230 226 1236 553 154 664 390 Arrive On Green 0.27 0.27 0.27 0.15 0.15 0.15 0.13 0.35 0.35 0.09 0.31 0.31 Sat Flow, veh/h 1774 593 1079 3442 1863 1583 1774 3539 1583 1774 2150 1260 Grp Volume(v), veh/h 500 0 341 460 125 232 233 868 715 127 582 542 Grp Sat Flow(s),veh/h/ln 1774 0 1672 1721 1863 1583 1774 1770 1583 1774 1770 1640 Q Serve(g_s), s 30.0 0.0 20.7 14.4 6.8 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Cycle Q Clear(g_c), s 30.0 0.0 20.7 14.4 6.8 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 484 0 445 523 271 230 226 1236 553 154 547 507 V/C Ratio(X) 1.03 0.00 0.77 0.88 0.46 1.01 1.03 0.70 1.29 0.82 1.06 1.07 Avail Cap(c_a), veh/h 484 0 445 563 271 230 226 1236 553 177 547 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 37.2 45.7 43.1 47.0 48.0 30.9 35.8 49.4 38.0 38.0 Incr Delay (d2), s/veh 49.8 0.0 7.8 14.2 1.2 61.2 68.5 3.3 144.8 23.2 56.9 59.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.3 0.0 10.5 7.9 3.6 10.9 11.1 11.9 38.9 4.8 25.2 23.7 LnGrp Delay(d),s/veh 89.8 0.0 45.0 59.9 44.3 108.2 116.5 34.2 180.6 72.6 94.9 97.4 LnGrp LOS F D E D F F C F E F F
Approach Vol, veh/h 841 817 1816 1251
Approach Delay, s/veh 71.6 71.2 102.4 93.7
Approach LOS E E F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 42.4 20.7 33.3 18.0 38.0 34.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 37.0 18.0 28.0 14.0 34.0 30.0 16.0 Max Q Clear Time (g_c+I1), s 9.7 40.4 16.4 22.7 16.0 36.0 32.0 18.0 Green Ext Time (p_c), s 0.0 0.0 0.3 1.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 89.2
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 7: N Davis Rd & W Rossi St With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 115 221 419 120 211 232 790 651 116 675 391 Future Volume (veh/h) 453 115 221 419 120 211 232 790 651 116 675 391 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 498 126 243 460 132 232 255 868 715 127 742 430 Adj No. of Lanes 211211121121
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 577 345 293 549 330 281 296 1209 794 160 939 420 Arrive On Green 0.17 0.19 0.19 0.16 0.18 0.18 0.17 0.34 0.34 0.09 0.27 0.27 Sat Flow, veh/h 3442 1863 1583 3442 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 498 126 243 460 132 232 255 868 715 127 742 430 Grp Sat Flow(s),veh/h/ln 1721 1863 1583 1721 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 10.1 4.2 10.6 9.3 4.5 10.1 10.0 15.3 24.5 5.0 14.0 19.0 Cycle Q Clear(g_c), s 10.1 4.2 10.6 9.3 4.5 10.1 10.0 15.3 24.5 5.0 14.0 19.0 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 577 345 293 549 330 281 296 1209 794 160 939 420 V/C Ratio(X) 0.86 0.37 0.83 0.84 0.40 0.83 0.86 0.72 0.90 0.79 0.79 1.02 Avail Cap(c_a), veh/h 577 416 354 577 416 354 297 1209 794 173 939 420 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 25.5 28.1 29.2 26.1 28.4 29.0 20.6 16.2 31.9 24.5 26.3 Incr Delay (d2), s/veh 12.9 0.6 13.0 10.1 0.8 12.2 21.9 3.7 15.3 20.5 6.8 50.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 2.2 5.7 5.2 2.4 5.3 6.7 8.1 16.0 3.4 7.7 14.1 LnGrp Delay(d),s/veh 41.9 26.2 41.1 39.3 26.9 40.6 50.9 24.2 31.6 52.5 31.2 76.5 LnGrp LOS DCDDCDDCCDCF
Approach Vol, veh/h 867 824 1838 1299
Approach Delay, s/veh 39.4 37.7 30.8 48.3
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 28.5 15.4 17.3 15.9 23.0 16.0 16.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 24.0 12.0 16.0 12.0 19.0 12.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 26.5 11.3 12.6 12.0 21.0 12.1 12.1 Green Ext Time (p_c), s 0.0 0.0 0.2 0.5 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 38.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 424 156 113 373 285 252 1349 93 162 872 192 Future Volume (veh/h) 334 424 156 113 373 285 252 1349 93 162 872 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 348 442 162 118 389 0 262 1405 97 169 908 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 276 393 327 147 399 339 241 1385 607 202 1307 585 Arrive On Green 0.08 0.21 0.21 0.08 0.21 0.00 0.14 0.39 0.39 0.11 0.37 0.00 Sat Flow, veh/h 3442 1863 1550 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 348 442 162 118 389 0 262 1405 97 169 908 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1550 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 7.2 19.0 8.3 5.9 18.6 0.0 12.2 35.1 3.6 8.4 19.5 0.0 Cycle Q Clear(g_c), s 7.2 19.0 8.3 5.9 18.6 0.0 12.2 35.1 3.6 8.4 19.5 0.0 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 276 393 327 147 399 339 241 1385 607 202 1307 585 V/C Ratio(X) 1.26 1.12 0.49 0.80 0.98 0.00 1.09 1.01 0.16 0.84 0.69 0.00 Avail Cap(c_a), veh/h 276 393 327 156 399 339 241 1385 607 208 1317 589 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.3 35.4 31.2 40.4 35.0 0.0 38.8 27.3 17.7 38.9 24.0 0.0 Incr Delay (d2), s/veh 142.9 83.3 1.2 24.0 38.6 0.0 82.8 27.9 0.1 24.2 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 18.7 3.7 3.9 13.8 0.0 11.4 22.3 1.6 5.4 9.7 0.0 LnGrp Delay(d),s/veh 184.1 118.7 32.3 64.4 73.6 0.0 121.6 55.2 17.9 63.2 25.6 0.0 LnGrp LOS F F C E E F F B E C
Approach Vol, veh/h 952 507 1764 1077
Approach Delay, s/veh 127.9 71.5 63.0 31.5
Approach LOS F E E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 39.6 11.9 23.5 16.7 37.6 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 10.4 37.1 7.9 21.0 14.2 21.5 9.2 20.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 70.5
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1070 141 83 649 4 80 2 153 5 0 1 Future Volume (veh/h) 0 1070 141 83 649 4 80 2 153 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 1092 144 85 662 4 82 2 156 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1095 144 109 1733 10 579 13 509 433 11 66
Arrive On Green 0.00 0.37 0.37 0.06 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 2998 395 1675 3406 21 1363 38 1524 951 32 196 Grp Volume(v), veh/h 0 614 622 85 325 341 84 0 156 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1706 1675 1671 1756 1401 0 1524 1179 0 0 Q Serve(g_s), s 0.0 20.8 20.9 2.9 6.8 6.8 0.0 0.0 4.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 20.8 20.9 2.9 6.8 6.8 2.0 0.0 4.3 2.0 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.01 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 616 623 109 850 893 592 0 509 509 0 0 V/C Ratio(X) 0.00 1.00 1.00 0.78 0.38 0.38 0.14 0.00 0.31 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 616 623 190 850 893 592 0 509 509 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.1 18.1 26.4 8.6 8.6 13.3 0.0 14.1 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 35.1 35.6 11.6 0.3 0.3 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.6 15.9 1.7 3.1 3.3 1.0 0.0 2.0 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 53.2 53.8 37.9 8.8 8.8 13.8 0.0 15.7 12.8 0.0 0.0 LnGrp LOS D D D A A B B B
Approach Vol, veh/h 1236 751 240 6
Approach Delay, s/veh 53.5 12.1 15.0 12.8
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.2 25.4 23.6 0.0 33.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.3 4.9 22.9 4.0 0.0 8.8
Green Ext Time (p_c), s 0.7 0.0 0.0 0.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 35.3
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 976 252 338 662 0 74 0 62 0 3 0 Future Volume (veh/h) 1 976 252 338 662 0 74 0 62 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 1027 265 356 697 0 78 0 65 0 3 0 Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 921 237 398 1982 0 419 0 368 0 471 0
Arrive On Green 0.00 0.34 0.34 0.23 0.57 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2683 689 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 650 642 356 697 0 78 0 65 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1670 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 15.3 8.3 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 15.3 8.3 0.0 3.8 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 0.41 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 585 573 398 1982 0 419 0 368 0 471 0 V/C Ratio(X) 0.43 1.11 1.12 0.89 0.35 0.00 0.19 0.00 0.18 0.00 0.01 0.00 Avail Cap(c_a), veh/h 111 585 573 462 1982 0 419 0 368 0 471 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.5 25.3 25.3 28.8 8.9 0.0 23.0 0.0 22.6 0.0 21.6 0.0 Incr Delay (d2), s/veh 91.1 71.7 75.0 17.7 0.1 0.0 1.0 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 24.0 24.0 9.3 4.0 0.0 1.4 0.0 1.2 0.0 0.1 0.0 LnGrp Delay(d),s/veh 129.6 97.0 100.3 46.5 9.0 0.0 24.0 0.0 23.6 0.0 21.6 0.0 LnGrp LOS F F F D A C C C
Approach Vol, veh/h 1293 1053 143 3
Approach Delay, s/veh 98.7 21.7 23.8 21.6
Approach LOS F C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.2 31.0 24.0 4.6 48.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.8 17.3 28.5 2.1 2.0 10.3 Green Ext Time (p_c), s 0.4 0.4 0.0 0.0 0.0 5.5
Intersection Summary
HCM 2010 Ctrl Delay 61.8
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 11: Davis Rd & Blanco Rd With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 552 640 330 350 800 320 300 372 730 280 260 580 Future Volume (veh/h) 552 640 330 350 800 320 300 372 730 280 260 580 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 575 667 344 365 833 0 312 388 760 292 271 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 692 357 143 810 363 112 427 382 253 597 508 Arrive On Green 0.16 0.31 0.31 0.08 0.23 0.00 0.06 0.24 0.24 0.14 0.32 0.00 Sat Flow, veh/h 3442 2259 1165 1757 3505 1568 1757 1752 1568 1757 1845 1568 Grp Volume(v), veh/h 575 522 489 365 833 0 312 388 760 292 271 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1655 1757 1752 1568 1757 1752 1568 1757 1845 1568 Q Serve(g_s), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.2 19.5 11.5 9.3 0.0 Cycle Q Clear(g_c), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.2 19.5 11.5 9.3 0.0 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 V/C Ratio(X) 1.07 0.96 0.96 2.56 1.03 0.00 2.79 0.91 1.99 1.16 0.45 0.00 Avail Cap(c_a), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 27.3 27.3 36.8 30.8 0.0 37.5 29.4 30.3 34.3 21.4 0.0 Incr Delay (d2), s/veh 58.6 29.6 30.9 720.8 38.9 0.0 827.9 25.7 454.1 105.5 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.3 15.8 14.9 31.7 13.3 0.0 28.2 11.4 56.6 12.9 5.2 0.0 LnGrp Delay(d),s/veh 92.4 56.9 58.2 757.6 69.6 0.0 865.4 55.1 484.4 139.7 23.9 0.0 LnGrp LOS F E E F F F E F F C
Approach Vol, veh/h 1586 1198 1460 563
Approach Delay, s/veh 70.2 279.2 451.7 84.0
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 11.0 29.0 9.6 30.4 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 21.5 8.5 25.3 7.1 11.3 14.5 20.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 239.8
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 12: N Main St & W Alvin Dr/E Alvin Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 234 210 60 220 190 248 120 1392 250 195 1426 236 Future Volume (veh/h) 234 210 60 220 190 248 120 1392 250 195 1426 236 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 244 219 62 229 198 258 125 1450 260 203 1485 246 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 286 776 339 272 394 330 158 1280 229 267 1447 441 Arrive On Green 0.16 0.22 0.22 0.15 0.21 0.21 0.09 0.30 0.30 0.08 0.28 0.28 Sat Flow, veh/h 1774 3539 1547 1774 1863 1561 1774 4325 774 3442 5085 1550 Grp Volume(v), veh/h 244 219 62 229 198 258 125 1136 574 203 1485 246 Grp Sat Flow(s),veh/h/ln 1774 1770 1547 1774 1863 1561 1774 1695 1708 1721 1695 1550 Q Serve(g_s), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Cycle Q Clear(g_c), s 9.5 3.7 2.3 8.9 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 286 776 339 272 394 330 158 1003 506 267 1447 441 V/C Ratio(X) 0.85 0.28 0.18 0.84 0.50 0.78 0.79 1.13 1.14 0.76 1.03 0.56 Avail Cap(c_a), veh/h 300 898 392 313 486 407 163 1003 506 267 1447 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 23.0 22.5 29.2 24.7 26.4 31.7 25.0 25.0 32.1 25.4 21.6 Incr Delay (d2), s/veh 19.9 0.2 0.3 16.5 1.0 7.7 22.4 72.2 82.8 12.1 30.6 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 1.8 1.0 5.6 3.5 5.4 3.4 19.8 21.5 2.4 13.5 4.7 LnGrp Delay(d),s/veh 48.8 23.2 22.8 45.7 25.7 34.1 54.0 97.2 107.8 44.2 56.0 26.6 LnGrp LOS DCCDCCDFFDFC
Approach Vol, veh/h 525 685 1835 1934
Approach Delay, s/veh 35.1 35.5 97.6 51.0
Approach LOS D D F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 15.4 20.1 10.8 24.7 15.9 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.1 23.0 10.9 5.7 6.9 22.2 11.5 13.1 Green Ext Time (p_c), s 0.0 0.0 0.1 1.2 0.0 0.0 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 64.4
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Ag PM 13: N Main St & W Laurel Dr/E Laurel Dr With Transportation Demand Management Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 800 110 620 610 620 160 1078 940 480 825 83 Future Volume (veh/h) 125 800 110 620 610 620 160 1078 940 480 825 83 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 128 816 112 633 622 633 163 1100 959 490 842 85 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 162 811 111 193 491 437 237 1062 463 366 1581 159 Arrive On Green 0.09 0.26 0.26 0.11 0.28 0.28 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3121 428 1774 1770 1575 3442 3539 1544 3442 4686 471 Grp Volume(v), veh/h 128 463 465 633 622 633 163 1100 959 490 608 319 Grp Sat Flow(s),veh/h/ln 1774 1770 1779 1774 1770 1575 1721 1770 1544 1721 1695 1766 Q Serve(g_s), s 5.7 20.8 20.8 8.7 22.2 22.2 3.7 24.0 24.0 8.5 11.6 11.7 Cycle Q Clear(g_c), s 5.7 20.8 20.8 8.7 22.2 22.2 3.7 24.0 24.0 8.5 11.6 11.7 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 162 460 463 193 491 437 237 1062 463 366 1144 596 V/C Ratio(X) 0.79 1.01 1.01 3.28 1.27 1.45 0.69 1.04 2.07 1.34 0.53 0.54 Avail Cap(c_a), veh/h 255 460 463 193 491 437 237 1062 463 366 1144 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 29.6 29.6 35.7 28.9 28.9 36.4 28.0 28.0 35.8 21.4 21.4 Incr Delay (d2), s/veh 8.4 43.4 43.3 1039.7 135.4 214.4 8.2 37.4 489.2 170.4 1.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.6 15.7 60.0 29.2 35.6 2.0 17.2 73.1 12.7 5.7 6.2 LnGrp Delay(d),s/veh 44.0 73.0 72.9 1075.4 164.3 243.3 44.6 65.4 517.2 206.2 23.2 24.8 LnGrp LOS D FFFFFDFFFCC
Approach Vol, veh/h 1056 1888 2222 1417
Approach Delay, s/veh 69.4 496.3 258.9 86.8
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 10.0 31.5 11.8 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 10.5 26.0 10.7 22.8 5.7 13.7 7.7 24.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.1 0.1 0.0 Intersection Summary
HCM 2010 Ctrl Delay 259.5
HCM 2010 LOS F
Appendix O
Level of Service
Calculations
Cumulative Plus Project
Apartments
Conditions

HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Apts AM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 213 893 1141 20 30 600
Future Volume (vph) 213 893 1141 20 30 600
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3477 1770 1583
Flt Permitted 0.12 1.00 1.00 0.95 1.00
Satd. Flow (perm) 214 3504 3477 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 232 971 1240 22 33 652
RTOR Reduction (vph) 0 0 0 0 0 157
Lane Group Flow (vph) 232 971 1262 0 33 495
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 60.4 60.4 47.4 20.8 20.8
Effective Green, g (s) 61.1 61.5 48.5 21.5 21.9
Actuated g/C Ratio 0.68 0.68 0.54 0.24 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 300 2394 1873 422 385
v/s Ratio Prot c0.08 0.28 0.36 0.02
v/s Ratio Perm c0.45 c0.31
v/c Ratio 0.77 0.41 0.67 0.08 1.29
Uniform Delay, d1 14.6 6.2 15.0 26.6 34.0
Progression Factor 1.81 0.33 1.00 1.00 1.00
Incremental Delay, d2 10.8 0.1 1.1 0.1 147.4
Delay (s) 37.3 2.2 16.1 26.6 181.4
Level of Service D A B C F
Approach Delay (s) 9.0 16.1 174.0
Approach LOS A B F
Intersection Summary
HCM 2000 Control Delay 47.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Apts AM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 979 0 0 1436 305 252 0 127 0 0 0 Future Volume (vph) 0 979 0 0 1436 305 252 0 127 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3452 3394 1624 1624 1530
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3452 3394 1624 1624 1530
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1064 0 0 1561 332 274 0 138 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 105 0 0 0
Lane Group Flow (vph) 0 1064 0 0 1893 0 137 137 33 0 0 0 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 4% 4% 4% 2% 2% 2%
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 60.4 47.4 20.8 20.8 20.8
Effective Green, g (s) 61.5 48.5 21.5 21.5 21.5
Actuated g/C Ratio 0.68 0.54 0.24 0.24 0.24
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2358 1828 387 387 365
v/s Ratio Prot c0.31 c0.56 c0.08 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.45 1.04 0.35 0.35 0.09
Uniform Delay, d1 6.5 20.8 28.5 28.5 26.6
Progression Factor 1.00 0.77 1.00 1.00 1.00
Incremental Delay, d2 0.2 25.0 0.6 0.6 0.1
Delay (s) 6.7 41.0 29.0 29.0 26.8
Level of Service A D C C C
Approach Delay (s) 6.7 41.0 28.3 0.0
Approach LOS A D C A
Intersection Summary
HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1066 1380 0 263 443
Future Volume (veh/h) 0 1066 1380 0 263 443
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1800 1835 0 1800 1800
Adj Flow Rate, veh/h 0 1159 1500 0 286 482
Adj No. of Lanes 022021
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 042044
Cap, veh/h 0 1694 1727 0 1207 555
Arrive On Green 0.00 0.50 0.50 0.00 0.36 0.36
Sat Flow, veh/h 0 3599 3670 0 3325 1530
Grp Volume(v), veh/h 0 1159 1500 0 286 482
Grp Sat Flow(s),veh/h/ln 0 1710 1743 0 1662 1530
Q Serve(g_s), s 0.0 14.1 20.7 0.0 3.3 15.9
Cycle Q Clear(g_c), s 0.0 14.1 20.7 0.0 3.3 15.9
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1694 1727 0 1207 555
V/C Ratio(X) 0.00 0.68 0.87 0.00 0.24 0.87
Avail Cap(c_a), veh/h 0 1942 1980 0 1308 602
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.5 12.2 0.0 12.1 16.1
Incr Delay (d2), s/veh 0.0 0.6 3.6 0.0 0.1 11.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 6.7 10.7 0.0 1.5 8.5
LnGrp Delay(d),s/veh 0.0 11.1 15.7 0.0 12.2 28.0
LnGrp LOS B B B C
Approach Vol, veh/h 1159 1500 768
Approach Delay, s/veh 11.1 15.7 22.1
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 31.1 23.3 31.1
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 29.9 20.4 29.9
Max Q Clear Time (g_c+I1), s 16.1 17.9 22.7
Green Ext Time (p_c), s 3.3 0.8 3.2
Intersection Summary
HCM 2010 Ctrl Delay 15.6
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 220 20 1023 480 320 20 337 993 170 296 20 Future Volume (veh/h) 30 220 20 1023 480 320 20 337 993 170 296 20 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 32 234 21 1088 511 0 21 359 1056 181 315 21 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 59 361 32 1223 1541 806 46 713 1549 251 830 55 Arrive On Green 0.04 0.12 0.13 0.36 0.44 0.00 0.03 0.21 0.21 0.08 0.25 0.26 Sat Flow, veh/h 1659 3074 274 3374 3470 1552 1739 3470 2719 3342 3271 217 Grp Volume(v), veh/h 32 125 130 1088 511 0 21 359 1056 181 165 171 Grp Sat Flow(s),veh/h/ln 1659 1655 1693 1687 1735 1552 1739 1735 1359 1671 1718 1770 Q Serve(g_s), s 1.9 7.1 7.2 29.7 9.4 0.0 1.2 9.0 8.5 5.2 7.8 7.8 Cycle Q Clear(g_c), s 1.9 7.1 7.2 29.7 9.4 0.0 1.2 9.0 8.5 5.2 7.8 7.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 59 194 199 1223 1541 806 46 713 1549 251 436 449 V/C Ratio(X) 0.54 0.64 0.65 0.89 0.33 0.00 0.45 0.50 0.68 0.72 0.38 0.38 Avail Cap(c_a), veh/h 124 772 790 1274 2669 1311 106 1232 1956 307 663 683 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.5 41.3 41.3 29.4 17.8 0.0 47.0 34.5 3.9 44.3 30.2 30.2 Incr Delay (d2), s/veh 2.9 7.4 7.6 8.5 0.3 0.0 2.6 0.6 0.7 9.7 0.5 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 0.9 3.6 3.8 15.2 4.5 0.0 0.6 4.3 4.0 2.7 3.7 3.9 LnGrp Delay(d),s/veh 49.3 48.7 48.8 37.9 18.0 0.0 49.5 35.1 4.6 54.0 30.7 30.7 LnGrp LOS DDDDB DDADCC
Approach Vol, veh/h 287 1599 1436 517
Approach Delay, s/veh 48.9 31.6 12.9 38.9
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 41.5 17.0 8.6 30.9 9.0 49.5 13.4 26.1 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 45.7 6.0 37.8 7.3 75.4 9.0 34.8 Max Q Clear Time (g_c+I1), s 31.7 9.2 3.2 9.8 3.9 11.4 7.2 11.0 Green Ext Time (p_c), s 3.8 2.3 0.0 1.3 0.0 5.9 0.2 8.5 Intersection Summary
HCM 2010 Ctrl Delay 26.8
HCM 2010 LOS C
HCM 2010 TWSC Cumulative Plus Project Apts AM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 10.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0 Future Vol, veh/h 0 144 73 190 227 43 65 24 20 66 43 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 11 11 11 444444222
Mvmt Flow 0 164 83 216 258 49 74 27 23 75 49 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 307 0 0 247 0 0 903 903 164 921 937 258 Stage 1 - - - - - - 164 164 - 690 690 -
Stage 2 - - - - - - 739 739 - 231 247 -
Critical Hdwy 4.21 - - 4.14 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.299 - - 2.236 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1204 - - 1307 - - 256 275 875 251 265 781 Stage 1 - - - - - - 833 759 - 435 446 -
Stage 2 - - - - - - 406 421 - 772 702 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1204 - - 1307 - - 186 230 875 195 221 781 Mov Cap-2 Maneuver - - - - - - 186 230 - 195 221 -
Stage 1 - - - - - - 833 759 - 435 372 -
Stage 2 - - - - - - 294 352 - 725 702 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.4 28.8 46.7

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 186 346 1204 - - 1307 - - 204 -
HCM Lane V/C Ratio 0.397 0.145 - - - 0.165 - - 0.607 -
HCM Control Delay (s) 36.6 17.2 0 - - 8.3 - - 46.7 0
HCM Lane LOS E C A - - A - - E A
HCM 95th %tile Q(veh) 1.8 0.5 0 - - 0.6 - - 3.4 -
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 31 174 67 10 100 242 871 15 132 1119 48 Future Volume (veh/h) 79 31 174 67 10 100 242 871 15 132 1119 48 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1900 1845 1845 1845 1845 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 185 71 11 106 257 927 16 140 1190 51 Adj No. of Lanes 111011130121
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, % 666333333222
Cap, veh/h 259 272 231 151 23 155 206 1887 33 174 1243 554 Arrive On Green 0.15 0.15 0.15 0.12 0.10 0.10 0.12 0.37 0.37 0.10 0.35 0.35 Sat Flow, veh/h 1707 1792 1521 1531 237 1563 1757 5098 88 1774 3539 1578 Grp Volume(v), veh/h 58 69 185 82 0 106 257 610 333 140 1190 51 Grp Sat Flow(s),veh/h/ln 1707 1792 1521 1768 0 1563 1757 1679 1829 1774 1770 1578 Q Serve(g_s), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 12.0 12.0 6.6 28.1 1.9 Cycle Q Clear(g_c), s 2.5 2.9 10.0 3.7 0.0 5.6 10.0 12.0 12.0 6.6 28.1 1.9 Prop In Lane 1.00 1.00 0.87 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 259 272 231 175 0 155 206 1243 677 174 1243 554 V/C Ratio(X) 0.22 0.25 0.80 0.47 0.00 0.69 1.25 0.49 0.49 0.80 0.96 0.09 Avail Cap(c_a), veh/h 420 441 374 517 0 457 206 1243 677 228 1243 554 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 31.9 35.0 35.7 0.0 37.2 37.7 20.7 20.7 37.7 27.1 18.6 Incr Delay (d2), s/veh 0.4 0.5 6.3 1.9 0.0 5.3 146.1 0.3 0.6 14.4 16.4 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 1.2 1.5 4.6 1.9 0.0 2.6 13.1 5.6 6.1 3.9 16.5 0.8 LnGrp Delay(d),s/veh 32.2 32.4 41.3 37.7 0.0 42.5 183.8 21.0 21.3 52.1 43.5 18.7 LnGrp LOS CCDD DFCCDDB
Approach Vol, veh/h 312 188 1200 1381
Approach Delay, s/veh 37.6 40.4 55.9 43.4
Approach LOS D D E D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.0 16.0 36.0 14.4 14.4 37.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 10.0 30.0 25.0 11.0 29.0 Max Q Clear Time (g_c+I1), s 12.0 12.0 30.1 7.6 8.6 14.0 Green Ext Time (p_c), s 0.9 0.0 0.0 0.6 0.1 3.8
Intersection Summary
HCM 2010 Ctrl Delay 47.5
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 335 303 165 412 376 228 128 540 335 163 675 256 Future Volume (veh/h) 335 303 165 412 376 228 128 540 335 163 675 256 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1863 1863 1863 1845 1845 1900 Adj Flow Rate, veh/h 356 322 176 438 400 243 136 574 356 173 718 272 Adj No. of Lanes 110211121120
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, % 222333222333
Cap, veh/h 333 312 170 469 415 353 133 973 435 198 778 295 Arrive On Green 0.19 0.28 0.28 0.14 0.22 0.22 0.08 0.28 0.28 0.11 0.31 0.31 Sat Flow, veh/h 1774 1134 620 3408 1845 1568 1774 3539 1583 1757 2488 943 Grp Volume(v), veh/h 356 0 498 438 400 243 136 574 356 173 506 484 Grp Sat Flow(s),veh/h/ln 1774 0 1753 1704 1845 1568 1774 1770 1583 1757 1752 1678 Q Serve(g_s), s 15.0 0.0 22.0 10.2 17.2 11.4 6.0 11.2 16.8 7.8 22.3 22.3 Cycle Q Clear(g_c), s 15.0 0.0 22.0 10.2 17.2 11.4 6.0 11.2 16.8 7.8 22.3 22.3 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 0.56
Lane Grp Cap(c), veh/h 333 0 482 469 415 353 133 973 435 198 548 524 V/C Ratio(X) 1.07 0.00 1.03 0.93 0.96 0.69 1.02 0.59 0.82 0.88 0.92 0.92 Avail Cap(c_a), veh/h 333 0 482 469 415 353 133 973 435 198 548 524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 29.0 34.1 30.7 28.4 37.0 25.1 27.1 34.9 26.6 26.6 Incr Delay (d2), s/veh 69.2 0.0 49.7 26.1 34.7 5.6 84.0 2.6 15.6 32.6 23.5 24.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.7 0.0 17.2 6.5 12.7 5.5 6.0 5.9 9.2 5.5 14.3 13.8 LnGrp Delay(d),s/veh 101.7 0.0 78.7 60.3 65.4 34.0 121.3 27.7 42.7 67.5 50.1 50.9 LnGrp LOS F F E E C F C D E D D
Approach Vol, veh/h 854 1081 1066 1163
Approach Delay, s/veh 88.3 56.3 44.7 53.0
Approach LOS F E D D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 26.0 15.0 26.0 10.0 29.0 19.0 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 22.0 11.0 22.0 6.0 25.0 15.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 18.8 12.2 24.0 8.0 24.3 17.0 19.2 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 0.4 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 59.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 385 240 136 393 111 162 715 73 126 1295 201 Future Volume (veh/h) 164 385 240 136 393 111 162 715 73 126 1295 201 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 189 443 276 156 452 0 186 822 84 145 1489 0 Adj No. of Lanes 211111121121
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 199 391 327 185 476 404 150 1356 602 180 1416 633 Arrive On Green 0.06 0.21 0.21 0.11 0.26 0.00 0.08 0.38 0.38 0.10 0.40 0.00 Sat Flow, veh/h 3442 1863 1556 1757 1845 1568 1774 3539 1571 1774 3539 1583 Grp Volume(v), veh/h 189 443 276 156 452 0 186 822 84 145 1489 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1556 1757 1845 1568 1774 1770 1571 1774 1770 1583 Q Serve(g_s), s 4.9 18.9 15.3 7.8 21.7 0.0 7.6 16.8 3.1 7.2 36.0 0.0 Cycle Q Clear(g_c), s 4.9 18.9 15.3 7.8 21.7 0.0 7.6 16.8 3.1 7.2 36.0 0.0 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 199 391 327 185 476 404 150 1356 602 180 1416 633 V/C Ratio(X) 0.95 1.13 0.84 0.84 0.95 0.00 1.24 0.61 0.14 0.81 1.05 0.00 Avail Cap(c_a), veh/h 199 391 327 185 476 404 150 1356 602 304 1416 633 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 35.5 34.1 39.5 32.8 0.0 41.2 22.3 18.1 39.6 27.0 0.0 Incr Delay (d2), s/veh 49.6 86.7 18.0 27.8 29.1 0.0 152.7 0.8 0.1 8.2 38.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 19.1 8.2 5.2 14.9 0.0 10.1 8.4 1.4 4.0 25.1 0.0 LnGrp Delay(d),s/veh 91.9 122.2 52.1 67.3 61.9 0.0 193.9 23.1 18.2 47.8 65.8 0.0 LnGrp LOS F F D E E F C B D F
Approach Vol, veh/h 908 608 1092 1634
Approach Delay, s/veh 94.6 63.3 51.8 64.2
Approach LOS F E D E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 39.0 14.0 23.4 12.1 40.5 9.7 27.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.4 28.2 9.5 18.9 7.6 36.0 5.2 23.2 Max Q Clear Time (g_c+I1), s 9.2 18.8 9.8 20.9 9.6 38.0 6.9 23.7 Green Ext Time (p_c), s 0.2 4.1 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 67.4
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 675 128 88 534 3 146 0 158 7 2 0 Future Volume (veh/h) 0 675 128 88 534 3 146 0 158 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 823 156 107 651 4 178 0 193 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 928 176 134 1612 10 645 0 546 406 79 0
Arrive On Green 0.00 0.32 0.32 0.08 0.49 0.49 0.35 0.00 0.35 0.35 0.35 0.00 Sat Flow, veh/h 1723 2885 547 1630 3314 20 1472 0 1568 820 226 0 Grp Volume(v), veh/h 0 490 489 107 319 336 178 0 193 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1713 1630 1626 1708 1472 0 1568 1045 0 0 Q Serve(g_s), s 0.0 14.8 14.8 3.5 6.8 6.8 0.0 0.0 5.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 14.8 14.8 3.5 6.8 6.8 4.0 0.0 5.0 4.0 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.01 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 553 551 134 791 831 645 0 546 484 0 0 V/C Ratio(X) 0.00 0.89 0.89 0.80 0.40 0.40 0.28 0.00 0.35 0.02 0.00 0.00 Avail Cap(c_a), veh/h 158 568 566 284 791 831 645 0 546 484 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.6 17.6 24.6 8.9 8.9 12.9 0.0 13.2 11.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 15.4 15.5 10.3 0.3 0.3 1.1 0.0 1.8 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.3 9.3 2.0 3.1 3.2 2.1 0.0 2.4 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 33.0 33.0 34.8 9.3 9.3 13.9 0.0 15.0 11.8 0.0 0.0 LnGrp LOS C C C A A B B B
Approach Vol, veh/h 979 762 371 11
Approach Delay, s/veh 33.0 12.9 14.5 11.8
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 9.0 22.0 23.5 0.0 31.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 19.0 5.0 22.5 Max Q Clear Time (g_c+I1), s 7.0 5.5 16.8 6.0 0.0 8.8
Green Ext Time (p_c), s 1.3 0.1 0.8 0.0 0.0 3.4
Intersection Summary
HCM 2010 Ctrl Delay 22.4
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 753 86 149 536 3 89 1 95 1 1 0 Future Volume (veh/h) 1 753 86 149 536 3 89 1 95 1 1 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 866 99 171 616 3 102 1 109 1 1 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 967 111 212 1478 7 573 5 489 307 278 0
Arrive On Green 0.00 0.31 0.31 0.13 0.44 0.44 0.32 0.32 0.32 0.32 0.32 0.00 Sat Flow, veh/h 1723 3110 356 1660 3380 16 1379 15 1509 655 858 0 Grp Volume(v), veh/h 1 479 486 171 302 317 103 0 109 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1747 1660 1656 1740 1394 0 1509 1513 0 0 Q Serve(g_s), s 0.0 15.1 15.1 5.7 7.1 7.1 0.0 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.1 15.1 5.7 7.1 7.1 2.5 0.0 3.0 2.5 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 534 543 212 724 761 578 0 489 585 0 0 V/C Ratio(X) 0.33 0.90 0.90 0.81 0.42 0.42 0.18 0.00 0.22 0.00 0.00 0.00 Avail Cap(c_a), veh/h 152 544 553 295 724 761 578 0 489 585 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.3 18.7 18.7 24.1 11.0 11.0 13.8 0.0 14.0 13.0 0.0 0.0 Incr Delay (d2), s/veh 53.6 17.2 17.0 10.6 0.4 0.4 0.7 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 9.6 9.7 3.2 3.3 3.4 1.3 0.0 1.4 0.0 0.0 0.0 LnGrp Delay(d),s/veh 81.9 35.9 35.7 34.7 11.4 11.4 14.5 0.0 15.1 13.0 0.0 0.0 LnGrp LOS F D D C B B B B B
Approach Vol, veh/h 966 790 212 2
Approach Delay, s/veh 35.8 16.4 14.8 13.0
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 11.8 22.2 22.9 4.6 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 5.0 7.7 17.1 4.5 2.0 9.1
Green Ext Time (p_c), s 0.7 0.1 0.5 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 25.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 591 620 340 290 640 252 590 280 250 217 414 767 Future Volume (veh/h) 591 620 340 290 640 252 590 280 250 217 414 767 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1827 1827 1827 1827 1827 1900 1845 1845 1845 Adj Flow Rate, veh/h 609 639 351 299 660 0 608 289 258 224 427 0 Adj No. of Lanes 220121120111
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, % 222444444333
Cap, veh/h 624 634 348 207 781 349 109 419 363 231 565 480 Arrive On Green 0.18 0.29 0.29 0.12 0.22 0.00 0.06 0.24 0.24 0.13 0.31 0.00 Sat Flow, veh/h 3442 2206 1212 1740 3471 1553 1740 1763 1530 1757 1845 1568 Grp Volume(v), veh/h 609 512 478 299 660 0 608 284 263 224 427 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1649 1740 1736 1553 1740 1736 1557 1757 1845 1568 Q Serve(g_s), s 14.1 23.0 23.0 9.5 14.6 0.0 5.0 12.0 12.4 10.2 16.7 0.0 Cycle Q Clear(g_c), s 14.1 23.0 23.0 9.5 14.6 0.0 5.0 12.0 12.4 10.2 16.7 0.0 Prop In Lane 1.00 0.74 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 V/C Ratio(X) 0.98 1.01 1.01 1.45 0.85 0.00 5.59 0.69 0.71 0.97 0.76 0.00 Avail Cap(c_a), veh/h 624 509 474 207 781 349 109 412 370 231 565 480 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.6 28.5 28.5 35.3 29.7 0.0 37.5 27.8 28.0 34.6 25.1 0.0 Incr Delay (d2), s/veh 30.0 41.7 43.2 226.3 8.5 0.0 2085.9 9.1 11.0 51.0 9.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 17.1 16.1 17.5 7.9 0.0 65.4 6.7 6.5 8.2 9.9 0.0 LnGrp Delay(d),s/veh 62.6 70.2 71.7 261.5 38.1 0.0 2123.4 36.9 39.0 85.6 34.2 0.0 LnGrp LOS E F F F D F D D F C
Approach Vol, veh/h 1599 959 1155 651
Approach Delay, s/veh 67.8 107.8 1135.7 51.9
Approach LOS E F F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 23.5 14.0 27.5 9.5 29.0 19.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 9.5 23.0 5.0 24.5 14.5 18.0 Max Q Clear Time (g_c+I1), s 12.2 14.4 11.5 25.0 7.0 18.7 16.1 16.6 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 1.3 0.0 0.7 Intersection Summary
HCM 2010 Ctrl Delay 356.8
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 331 140 301 310 264 40 622 322 216 746 140 Future Volume (veh/h) 148 331 140 301 310 264 40 622 322 216 746 140 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 170 380 161 346 356 303 46 715 370 248 857 161 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 208 746 284 384 578 486 72 830 383 329 1526 470 Arrive On Green 0.12 0.21 0.21 0.22 0.31 0.31 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1774 3539 1349 1774 1863 1568 1774 3390 1566 3442 5085 1567 Grp Volume(v), veh/h 170 380 161 346 356 303 46 715 370 248 857 161 Grp Sat Flow(s),veh/h/ln 1774 1770 1349 1774 1863 1568 1774 1695 1566 1721 1695 1567 Q Serve(g_s), s 7.3 7.4 8.3 14.7 12.6 12.8 2.0 15.7 18.1 5.4 11.0 6.2 Cycle Q Clear(g_c), s 7.3 7.4 8.3 14.7 12.6 12.8 2.0 15.7 18.1 5.4 11.0 6.2 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 208 746 284 384 578 486 72 830 383 329 1526 470 V/C Ratio(X) 0.82 0.51 0.57 0.90 0.62 0.62 0.64 0.86 0.96 0.75 0.56 0.34 Avail Cap(c_a), veh/h 252 821 313 400 588 495 135 830 383 333 1526 470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 27.1 27.4 29.6 22.8 22.9 36.7 28.0 29.0 34.2 22.9 21.2 Incr Delay (d2), s/veh 16.0 0.5 2.0 22.2 1.9 2.4 9.1 11.4 37.9 9.3 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 3.6 3.3 9.6 6.8 5.8 1.2 8.6 11.9 3.0 5.4 3.0 LnGrp Delay(d),s/veh 49.4 27.6 29.4 51.8 24.7 25.2 45.8 39.4 66.9 43.5 24.4 23.2 LnGrp LOS DCCDCCDDEDCC
Approach Vol, veh/h 711 1005 1131 1266
Approach Delay, s/veh 33.2 34.2 48.7 28.0
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 23.5 21.3 20.8 7.6 27.8 13.6 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 19.0 17.5 18.0 5.9 20.6 11.0 24.5 Max Q Clear Time (g_c+I1), s 7.4 20.1 16.7 10.3 4.0 13.0 9.3 14.8 Green Ext Time (p_c), s 0.0 0.0 0.1 1.9 0.0 3.8 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 36.1
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 226 522 90 160 610 100 80 688 140 180 962 145 Future Volume (veh/h) 226 522 90 160 610 100 80 688 140 180 962 145 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 254 587 101 180 685 112 90 773 157 202 1081 163 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 242 803 138 220 771 126 202 956 423 272 1305 197 Arrive On Green 0.14 0.27 0.27 0.12 0.25 0.25 0.06 0.27 0.27 0.08 0.29 0.29 Sat Flow, veh/h 1774 3018 518 1774 3043 497 3408 3505 1551 3442 4460 672 Grp Volume(v), veh/h 254 344 344 180 398 399 90 773 157 202 821 423 Grp Sat Flow(s),veh/h/ln 1774 1770 1766 1774 1770 1770 1704 1752 1551 1721 1695 1742 Q Serve(g_s), s 9.5 12.3 12.4 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.8 15.8 Cycle Q Clear(g_c), s 9.5 12.3 12.4 6.9 15.1 15.1 1.8 14.3 5.7 4.0 15.8 15.8 Prop In Lane 1.00 0.29 1.00 0.28 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 242 471 470 220 448 448 202 956 423 272 992 510 V/C Ratio(X) 1.05 0.73 0.73 0.82 0.89 0.89 0.45 0.81 0.37 0.74 0.83 0.83 Avail Cap(c_a), veh/h 242 473 472 227 457 458 245 956 423 272 992 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 23.3 23.3 29.8 25.0 25.1 31.7 23.6 20.5 31.4 23.0 23.0 Incr Delay (d2), s/veh 71.5 5.7 5.8 20.2 18.6 18.8 1.5 7.3 2.5 10.5 7.9 14.4 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 9.4 6.8 6.8 4.6 9.6 9.6 0.9 7.8 2.7 2.3 8.4 9.6 LnGrp Delay(d),s/veh 101.5 28.9 29.1 50.0 43.6 43.8 33.2 30.9 23.0 41.9 30.9 37.4 LnGrp LOS F CCDDDCCCDCD
Approach Vol, veh/h 942 977 1020 1446
Approach Delay, s/veh 48.6 44.9 29.9 34.4
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.5 13.1 23.0 8.6 24.9 14.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 8.9 18.6 5.0 19.5 9.5 18.0 Max Q Clear Time (g_c+I1), s 6.0 16.3 8.9 14.4 3.8 17.8 11.5 17.1 Green Ext Time (p_c), s 0.0 1.5 0.0 1.7 0.0 1.2 0.0 0.5 Intersection Summary
HCM 2010 Ctrl Delay 38.7
HCM 2010 LOS D
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Apts PM 1: W Laurel Dr & Adams St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 482 1435 994 30 40 293
Future Volume (vph) 482 1435 994 30 40 293
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) 2% 3% 0%
Total Lost time (s) 3.9 3.5 3.5 3.5 3.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1752 3504 3471 1770 1583
Flt Permitted 0.14 1.00 1.00 0.95 1.00
Satd. Flow (perm) 257 3504 3471 1770 1583
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 487 1449 1004 30 40 296
RTOR Reduction (vph) 0 0 0 0 0 225
Lane Group Flow (vph) 487 1449 1034 0 40 71
Turn Type pm+pt NA NA Prot Perm
Protected Phases 5 2 6 8
Permitted Phases 2 8
Actuated Green, G (s) 59.7 59.7 38.7 20.0 20.0
Effective Green, g (s) 60.4 60.8 39.8 20.7 21.1
Actuated g/C Ratio 0.68 0.69 0.45 0.23 0.24
Clearance Time (s) 4.6 4.6 4.6 4.2 4.2
Vehicle Extension (s) 3.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 464 2407 1560 414 377
v/s Ratio Prot c0.20 0.41 0.30 0.02
v/s Ratio Perm c0.51 c0.04
v/c Ratio 1.05 0.60 0.66 0.10 0.19
Uniform Delay, d1 22.8 7.4 19.1 26.6 26.9
Progression Factor 1.11 0.54 1.00 1.00 1.00
Incremental Delay, d2 48.3 0.3 1.2 0.1 0.2
Delay (s) 73.6 4.3 20.3 26.6 27.0
Level of Service E A C C C
Approach Delay (s) 21.7 20.3 27.0
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 88.5 Sum of lost time (s) 11.6 Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Plus Project Apts PM 2: NB 101 Ramps & W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1549 0 0 1023 264 577 0 369 0 0 0 Future Volume (vph) 0 1549 0 0 1023 264 577 0 369 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 3%
Total Lost time (s) 3.5 3.5 3.5 3.5 3.5
Lane Util. Factor 0.95 0.95 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3486 3359 1656 1656 1560
Flt Permitted 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3486 3359 1656 1656 1560
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1631 0 0 1077 278 607 0 388 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0
Lane Group Flow (vph) 0 1631 0 0 1355 0 303 304 331 0 0 0 Confl. Peds. (#/hr) 3
Turn Type NA NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 6 4
Actuated Green, G (s) 59.7 38.7 20.0 20.0 20.0
Effective Green, g (s) 60.8 39.8 20.7 20.7 20.7
Actuated g/C Ratio 0.69 0.45 0.23 0.23 0.23
Clearance Time (s) 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 4.0 4.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2394 1510 387 387 364
v/s Ratio Prot c0.47 c0.40 0.18 0.18
v/s Ratio Perm c0.21
v/c Ratio 0.68 0.90 0.78 0.79 0.91
Uniform Delay, d1 8.1 22.5 31.8 31.8 33.0
Progression Factor 1.00 0.40 1.00 1.00 1.00
Incremental Delay, d2 0.9 6.3 9.9 10.1 25.4
Delay (s) 9.0 15.2 41.7 41.9 58.4
Level of Service A B D D E
Approach Delay (s) 9.0 15.2 48.3 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 88.5 Sum of lost time (s) 12.3 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 3: W Laurel Dr & SB 101 Offramp
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1609 1453 0 486 420
Future Volume (veh/h) 0 1609 1453 0 486 420
Number 5 2 6 16 7 14
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
Adj Sat Flow, veh/h/ln 0 1835 1835 0 1835 1835
Adj Flow Rate, veh/h 0 1659 1498 0 501 433
Adj No. of Lanes 022021
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 022022
Cap, veh/h 0 1881 1881 0 1091 502
Arrive On Green 0.00 0.54 0.54 0.00 0.32 0.32
Sat Flow, veh/h 0 3670 3670 0 3390 1560
Grp Volume(v), veh/h 0 1659 1498 0 501 433
Grp Sat Flow(s),veh/h/ln 0 1743 1743 0 1695 1560
Q Serve(g_s), s 0.0 23.2 19.3 0.0 6.5 14.5
Cycle Q Clear(g_c), s 0.0 23.2 19.3 0.0 6.5 14.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1881 1881 0 1091 502
V/C Ratio(X) 0.00 0.88 0.80 0.00 0.46 0.86
Avail Cap(c_a), veh/h 0 2126 2126 0 1122 516
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 11.2 10.3 0.0 15.0 17.7
Incr Delay (d2), s/veh 0.0 4.0 1.7 0.0 0.2 13.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 11.9 9.6 0.0 3.1 8.0
LnGrp Delay(d),s/veh 0.0 15.2 12.0 0.0 15.2 31.2
LnGrp LOS B B B C
Approach Vol, veh/h 1659 1498 934
Approach Delay, s/veh 15.2 12.0 22.6
Approach LOS B B C
Timer 12345678
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.1 21.5 34.1
Change Period (Y+Rc), s 5.1 4.6 5.1
Max Green Setting (Gmax), s 32.9 17.4 32.9
Max Q Clear Time (g_c+I1), s 25.2 16.5 21.3
Green Ext Time (p_c), s 3.8 0.4 4.2
Intersection Summary
HCM 2010 Ctrl Delay 15.7
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 400 20 703 550 620 30 598 1033 660 537 40 Future Volume (veh/h) 50 400 20 703 550 620 30 598 1033 660 537 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 52 412 21 725 567 0 31 616 1065 680 554 41 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 70 576 29 735 1224 808 57 845 1267 571 1246 92 Arrive On Green 0.04 0.18 0.18 0.22 0.35 0.00 0.03 0.24 0.24 0.17 0.38 0.38 Sat Flow, veh/h 1690 3264 166 3374 3470 1552 1756 3504 2759 3407 3308 244 Grp Volume(v), veh/h 52 212 221 725 567 0 31 616 1065 680 293 302 Grp Sat Flow(s),veh/h/ln 1690 1686 1745 1687 1735 1552 1756 1752 1379 1704 1752 1800 Q Serve(g_s), s 3.6 14.2 14.2 25.5 15.1 0.0 2.1 19.3 16.3 20.0 14.9 15.0 Cycle Q Clear(g_c), s 3.6 14.2 14.2 25.5 15.1 0.0 2.1 19.3 16.3 20.0 14.9 15.0 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 70 297 308 735 1224 808 57 845 1267 571 660 678 V/C Ratio(X) 0.74 0.71 0.72 0.99 0.46 0.00 0.55 0.73 0.84 1.19 0.44 0.45 Avail Cap(c_a), veh/h 99 657 680 735 1905 1112 88 998 1387 571 705 724 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.6 46.3 46.3 46.5 29.9 0.0 56.9 41.7 9.4 49.7 27.8 27.8 Incr Delay (d2), s/veh 8.8 6.6 6.5 29.8 0.6 0.0 3.0 2.2 4.5 102.4 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 7.2 7.4 14.9 7.3 0.0 1.1 9.6 7.0 17.5 7.3 7.5 LnGrp Delay(d),s/veh 65.3 53.0 52.8 76.2 30.4 0.0 59.9 43.9 13.9 152.0 28.3 28.3 LnGrp LOS E D D E C E D B F C C
Approach Vol, veh/h 485 1292 1712 1275
Approach Delay, s/veh 54.2 56.1 25.5 94.3
Approach LOS D E C F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.0 26.5 9.9 50.9 10.4 48.1 26.0 34.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 26.0 46.5 6.0 48.0 7.0 65.5 20.0 34.0 Max Q Clear Time (g_c+I1), s 27.5 16.2 4.1 17.0 5.6 17.1 22.0 21.3 Green Ext Time (p_c), s 0.0 4.0 0.0 2.4 0.0 6.6 0.0 7.2 Intersection Summary
HCM 2010 Ctrl Delay 55.2
HCM 2010 LOS E
HCM 2010 TWSC Cumulative Plus Project Apts PM
5: Post Dr/El Rancho Way & Calle Del Adobe
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1 Future Vol, veh/h 7 323 48 140 362 78 64 54 50 57 32 1
Conflicting Peds, #/hr 1 06601900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield
Storage Length 70 - 85 175 - 0 0 - - - - 110
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 2 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99777444222
Mvmt Flow 7 336 50 146 377 81 67 56 52 59 33 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 459 0 0 392 0 0 1091 1107 342 1099 1076 387 Stage 1 - - - - - - 356 356 - 670 670 -
Stage 2 - - - - - - 735 751 - 429 406 -
Critical Hdwy 4.19 - - 4.17 - - 7.14 6.54 6.24 7.12 6.52 6.22 Critical Hdwy Stg 1 - ----- 6.14 5.54 - 6.12 5.52 -
Critical Hdwy Stg 2 - ----- 6.14 5.54 - 6.12 5.52 -
Follow-up Hdwy 2.281 - - 2.263 - - 3.536 4.036 3.336 3.518 4.018 3.318 Pot Cap-1 Maneuver 1066 - - 1140 - - 191 208 696 190 219 661 Stage 1 - - - - - - 657 625 - 446 455 -
Stage 2 - - - - - - 408 415 - 604 598 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1065 - - 1134 - - 146 179 693 120 188 655 Mov Cap-2 Maneuver - - - - - - 146 179 - 120 188 -
Stage 1 - - - - - - 649 618 - 443 396 -
Stage 2 - - - - - - 323 361 - 504 591 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.1 34.7 72

HCM LOS D F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 146 278 1065 - - 1134 - - 138 655
HCM Lane V/C Ratio 0.457 0.39 0.007 - - 0.129 - - 0.672 0.002 HCM Control Delay (s) 48.9 26 8.4 - - 8.6 - - 72.7 10.5 HCM Lane LOS E D A - - A - - F B
HCM 95th %tile Q(veh) 2.1 1.8 0 - - 0.4 - - 3.7 0
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 6: N Davis Rd & Post Dr/Commercial Dwy
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 32 123 119 12 191 134 1386 19 231 949 38 Future Volume (veh/h) 84 32 123 119 12 191 134 1386 19 231 949 38 Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1900 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 58 69 124 120 12 193 135 1400 19 233 959 38 Adj No. of Lanes 111011130121
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 333222222222
Cap, veh/h 203 213 179 258 26 250 169 1574 21 262 1264 562 Arrive On Green 0.12 0.12 0.12 0.18 0.16 0.16 0.10 0.30 0.30 0.15 0.36 0.36 Sat Flow, veh/h 1757 1845 1548 1620 162 1571 1774 5170 70 1774 3539 1574 Grp Volume(v), veh/h 58 69 124 132 0 193 135 918 501 233 959 38 Grp Sat Flow(s),veh/h/ln 1757 1845 1548 1782 0 1571 1774 1695 1850 1774 1770 1574 Q Serve(g_s), s 2.7 3.0 6.8 5.9 0.0 10.3 6.6 22.7 22.7 11.3 21.0 1.4 Cycle Q Clear(g_c), s 2.7 3.0 6.8 5.9 0.0 10.3 6.6 22.7 22.7 11.3 21.0 1.4 Prop In Lane 1.00 1.00 0.91 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 203 213 179 284 0 250 169 1032 563 262 1264 562 V/C Ratio(X) 0.29 0.32 0.69 0.46 0.00 0.77 0.80 0.89 0.89 0.89 0.76 0.07 Avail Cap(c_a), veh/h 400 420 352 507 0 447 262 1080 589 262 1264 562 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 35.7 37.4 32.9 0.0 35.4 38.9 29.2 29.2 36.7 24.9 18.6 Incr Delay (d2), s/veh 0.8 0.9 4.8 1.2 0.0 5.0 9.1 9.1 15.1 28.7 2.7 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 1.3 1.6 3.1 3.0 0.0 4.8 3.7 11.9 13.9 7.7 10.7 0.6 LnGrp Delay(d),s/veh 36.3 36.6 42.2 34.1 0.0 40.4 48.1 38.2 44.2 65.4 27.7 18.7 LnGrp LOS DDDC DDDDECB
Approach Vol, veh/h 251 325 1554 1230
Approach Delay, s/veh 39.3 37.8 41.0 34.5
Approach LOS DDDC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.1 14.4 37.4 20.0 19.0 32.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 13.0 28.0 25.0 13.0 28.0 Max Q Clear Time (g_c+I1), s 8.8 8.6 23.0 12.3 13.3 24.7 Green Ext Time (p_c), s 0.7 0.2 2.2 1.1 0.0 2.1
Intersection Summary
HCM 2010 Ctrl Delay 38.2
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 7: N Davis Rd & W Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 473 115 212 419 124 211 235 790 651 116 644 411 Future Volume (veh/h) 473 115 212 419 124 211 235 790 651 116 644 411 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 520 126 233 460 136 232 258 868 715 127 708 452 Adj No. of Lanes 110211121120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 484 156 289 523 271 230 226 1236 553 154 642 408 Arrive On Green 0.27 0.27 0.27 0.15 0.15 0.15 0.13 0.35 0.35 0.09 0.31 0.31 Sat Flow, veh/h 1774 587 1085 3442 1863 1583 1774 3539 1583 1774 2078 1321 Grp Volume(v), veh/h 520 0 359 460 136 232 258 868 715 127 603 557 Grp Sat Flow(s),veh/h/ln 1774 0 1671 1721 1863 1583 1774 1770 1583 1774 1770 1630 Q Serve(g_s), s 30.0 0.0 22.1 14.4 7.4 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Cycle Q Clear(g_c), s 30.0 0.0 22.1 14.4 7.4 16.0 14.0 23.3 38.4 7.7 34.0 34.0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 1.00 1.00 0.81
Lane Grp Cap(c), veh/h 484 0 445 523 271 230 226 1236 553 154 547 504 V/C Ratio(X) 1.07 0.00 0.81 0.88 0.50 1.01 1.14 0.70 1.29 0.82 1.10 1.11 Avail Cap(c_a), veh/h 484 0 445 563 271 230 226 1236 553 177 547 504 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 37.7 45.7 43.3 47.0 48.0 30.9 35.8 49.4 38.0 38.0 Incr Delay (d2), s/veh 62.5 0.0 10.5 14.2 1.5 61.2 103.7 3.3 144.8 23.2 69.3 72.6 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 23.0 0.0 11.5 7.9 3.9 10.9 13.3 11.9 38.9 4.8 27.1 25.4 LnGrp Delay(d),s/veh 102.5 0.0 48.2 59.9 44.8 108.2 151.7 34.2 180.6 72.6 107.3 110.6 LnGrp LOS F D E D F F C F E F F
Approach Vol, veh/h 879 828 1841 1287
Approach Delay, s/veh 80.3 70.9 107.5 105.3
Approach LOS F E F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 42.4 20.7 33.3 18.0 38.0 34.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 37.0 18.0 28.0 14.0 34.0 30.0 16.0 Max Q Clear Time (g_c+I1), s 9.7 40.4 16.4 24.1 16.0 36.0 32.0 18.0 Green Ext Time (p_c), s 0.0 0.0 0.3 0.8 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 95.7
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 427 158 113 379 285 256 1349 93 162 872 192 Future Volume (veh/h) 334 427 158 113 379 285 256 1349 93 162 872 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 348 445 165 118 395 0 267 1405 97 169 908 0 Adj No. of Lanes 211111121121
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, % 222222222222
Cap, veh/h 276 393 327 147 399 339 241 1385 607 202 1307 585 Arrive On Green 0.08 0.21 0.21 0.08 0.21 0.00 0.14 0.39 0.39 0.11 0.37 0.00 Sat Flow, veh/h 3442 1863 1550 1774 1863 1583 1774 3539 1551 1774 3539 1583 Grp Volume(v), veh/h 348 445 165 118 395 0 267 1405 97 169 908 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1550 1774 1863 1583 1774 1770 1551 1774 1770 1583 Q Serve(g_s), s 7.2 19.0 8.4 5.9 19.0 0.0 12.2 35.1 3.6 8.4 19.5 0.0 Cycle Q Clear(g_c), s 7.2 19.0 8.4 5.9 19.0 0.0 12.2 35.1 3.6 8.4 19.5 0.0 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 276 393 327 147 399 339 241 1385 607 202 1307 585 V/C Ratio(X) 1.26 1.13 0.50 0.80 0.99 0.00 1.11 1.01 0.16 0.84 0.69 0.00 Avail Cap(c_a), veh/h 276 393 327 156 399 339 241 1385 607 208 1317 589 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.3 35.4 31.2 40.4 35.2 0.0 38.8 27.3 17.7 38.9 24.0 0.0 Incr Delay (d2), s/veh 142.9 86.0 1.2 24.0 42.6 0.0 89.6 27.9 0.1 24.2 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 19.0 3.7 3.9 14.4 0.0 11.9 22.3 1.6 5.4 9.7 0.0 LnGrp Delay(d),s/veh 184.1 121.4 32.5 64.4 77.7 0.0 128.3 55.2 17.9 63.2 25.6 0.0 LnGrp LOS F F C E E F F B E C
Approach Vol, veh/h 958 513 1769 1077
Approach Delay, s/veh 128.9 74.7 64.2 31.5
Approach LOS F E E C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 39.6 11.9 23.5 16.7 37.6 11.7 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.1 7.9 18.5 12.2 33.4 7.2 19.2 Max Q Clear Time (g_c+I1), s 10.4 37.1 7.9 21.0 14.2 21.5 9.2 21.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 71.6
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1076 141 83 649 4 86 2 154 5 0 1 Future Volume (veh/h) 0 1076 141 83 649 4 86 2 154 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 1098 144 85 662 4 88 2 157 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1096 144 109 1733 10 581 12 509 430 11 65
Arrive On Green 0.00 0.37 0.37 0.06 0.51 0.51 0.33 0.33 0.33 0.33 0.00 0.33 Sat Flow, veh/h 1691 3000 393 1675 3406 21 1368 35 1524 942 32 195 Grp Volume(v), veh/h 0 617 625 85 325 341 90 0 157 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1706 1675 1671 1756 1403 0 1524 1168 0 0 Q Serve(g_s), s 0.0 20.9 20.9 2.9 6.8 6.8 0.0 0.0 4.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 20.9 20.9 2.9 6.8 6.8 2.1 0.0 4.4 2.1 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.01 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 616 623 109 850 893 593 0 509 505 0 0 V/C Ratio(X) 0.00 1.00 1.00 0.78 0.38 0.38 0.15 0.00 0.31 0.01 0.00 0.00 Avail Cap(c_a), veh/h 148 616 623 190 850 893 593 0 509 505 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.2 18.2 26.4 8.6 8.6 13.4 0.0 14.1 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 36.3 36.9 11.6 0.3 0.3 0.5 0.0 1.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.8 16.1 1.7 3.1 3.3 1.1 0.0 2.1 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 54.5 55.0 37.9 8.8 8.8 13.9 0.0 15.7 12.8 0.0 0.0 LnGrp LOS F F D A A B B B
Approach Vol, veh/h 1242 751 247 6
Approach Delay, s/veh 54.7 12.1 15.1 12.8
Approach LOS D B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 8.2 25.4 23.6 0.0 33.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 6.5 20.9 19.1 5.0 22.4 Max Q Clear Time (g_c+I1), s 6.4 4.9 22.9 4.1 0.0 8.8
Green Ext Time (p_c), s 0.8 0.0 0.0 0.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 36.0
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183)
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 977 258 339 662 0 74 0 62 0 3 0 Future Volume (veh/h) 1 977 258 339 662 0 74 0 62 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1900 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 1028 272 357 697 0 78 0 65 0 3 0 Adj No. of Lanes 120120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 915 241 399 1983 0 418 0 367 0 470 0
Arrive On Green 0.00 0.34 0.34 0.23 0.57 0.00 0.25 0.00 0.25 0.00 0.25 0.00 Sat Flow, veh/h 1707 2668 702 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 654 646 357 697 0 78 0 65 0 3 0
Grp Sat Flow(s),veh/h/ln 1707 1703 1667 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 26.5 26.5 15.4 8.3 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 26.5 26.5 15.4 8.3 0.0 3.8 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 0.42 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 584 572 399 1983 0 418 0 367 0 470 0 V/C Ratio(X) 0.43 1.12 1.13 0.89 0.35 0.00 0.19 0.00 0.18 0.00 0.01 0.00 Avail Cap(c_a), veh/h 111 584 572 462 1983 0 418 0 367 0 470 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.5 25.4 25.4 28.8 8.9 0.0 23.0 0.0 22.6 0.0 21.6 0.0 Incr Delay (d2), s/veh 91.1 74.6 78.3 17.8 0.1 0.0 1.0 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 24.5 24.5 9.3 4.0 0.0 1.4 0.0 1.2 0.0 0.1 0.0 LnGrp Delay(d),s/veh 129.6 100.0 103.6 46.7 9.0 0.0 24.0 0.0 23.6 0.0 21.6 0.0 LnGrp LOS F F F D A C C C
Approach Vol, veh/h 1301 1054 143 3
Approach Delay, s/veh 101.8 21.7 23.8 21.6
Approach LOS F C C C
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.2 31.0 24.0 4.6 48.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.8 17.4 28.5 2.1 2.0 10.3 Green Ext Time (p_c), s 0.4 0.4 0.0 0.0 0.0 5.5
Intersection Summary
HCM 2010 Ctrl Delay 63.5
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 11: Davis Rd & Blanco Rd
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 558 640 330 350 800 327 300 375 730 284 261 583 Future Volume (veh/h) 558 640 330 350 800 327 300 375 730 284 261 583 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1845 1845 1845 1845 1845 1900 1845 1845 1845 Adj Flow Rate, veh/h 581 667 344 365 833 0 312 391 760 296 272 0 Adj No. of Lanes 220121120111
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, % 222333333333
Cap, veh/h 538 692 357 143 810 363 112 427 382 253 597 508 Arrive On Green 0.16 0.31 0.31 0.08 0.23 0.00 0.06 0.24 0.24 0.14 0.32 0.00 Sat Flow, veh/h 3442 2259 1165 1757 3505 1568 1757 1752 1568 1757 1845 1568 Grp Volume(v), veh/h 581 522 489 365 833 0 312 391 760 296 272 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1655 1757 1752 1568 1757 1752 1568 1757 1845 1568 Q Serve(g_s), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.4 19.5 11.5 9.4 0.0 Cycle Q Clear(g_c), s 12.5 23.2 23.3 6.5 18.5 0.0 5.1 17.4 19.5 11.5 9.4 0.0 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 V/C Ratio(X) 1.08 0.96 0.96 2.56 1.03 0.00 2.79 0.92 1.99 1.17 0.46 0.00 Avail Cap(c_a), veh/h 538 542 507 143 810 363 112 427 382 253 597 508 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 27.3 27.3 36.8 30.8 0.0 37.5 29.4 30.3 34.3 21.5 0.0 Incr Delay (d2), s/veh 62.3 29.6 30.9 720.8 38.9 0.0 827.9 26.8 454.1 111.2 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 15.8 14.9 31.7 13.3 0.0 28.2 11.5 56.6 13.3 5.2 0.0 LnGrp Delay(d),s/veh 96.1 56.9 58.2 757.6 69.6 0.0 865.4 56.2 484.4 145.5 24.0 0.0 LnGrp LOS F E E F F F E F F C
Approach Vol, veh/h 1592 1198 1463 568
Approach Delay, s/veh 71.6 279.2 451.2 87.3
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 24.0 11.0 29.0 9.6 30.4 17.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 19.5 6.5 24.5 5.1 25.9 12.5 18.5 Max Q Clear Time (g_c+I1), s 13.5 21.5 8.5 25.3 7.1 11.4 14.5 20.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 240.2
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 12: N Main St & W Alvin Dr/E Alvin Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 211 60 222 191 248 120 1394 251 195 1427 238 Future Volume (veh/h) 235 211 60 222 191 248 120 1394 251 195 1427 238 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 245 220 62 231 199 258 125 1452 261 203 1486 248 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 287 774 338 274 394 330 158 1278 229 267 1445 441 Arrive On Green 0.16 0.22 0.22 0.15 0.21 0.21 0.09 0.30 0.30 0.08 0.28 0.28 Sat Flow, veh/h 1774 3539 1546 1774 1863 1561 1774 4323 775 3442 5085 1550 Grp Volume(v), veh/h 245 220 62 231 199 258 125 1138 575 203 1486 248 Grp Sat Flow(s),veh/h/ln 1774 1770 1546 1774 1863 1561 1774 1695 1708 1721 1695 1550 Q Serve(g_s), s 9.5 3.7 2.3 9.0 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.7 Cycle Q Clear(g_c), s 9.5 3.7 2.3 9.0 6.7 11.1 4.9 21.0 21.0 4.1 20.2 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 287 774 338 274 394 330 158 1003 505 267 1445 441 V/C Ratio(X) 0.85 0.28 0.18 0.84 0.50 0.78 0.79 1.14 1.14 0.76 1.03 0.56 Avail Cap(c_a), veh/h 300 897 392 312 485 407 162 1003 505 267 1445 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 23.1 22.6 29.2 24.7 26.4 31.7 25.0 25.0 32.1 25.4 21.7 Incr Delay (d2), s/veh 20.1 0.2 0.3 16.8 1.0 7.7 22.4 73.4 83.9 12.1 31.2 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 1.8 1.0 5.6 3.5 5.4 3.4 20.0 21.6 2.4 13.5 4.7 LnGrp Delay(d),s/veh 49.0 23.3 22.8 46.0 25.7 34.1 54.1 98.4 108.9 44.2 56.6 26.8 LnGrp LOS DCCDCCDFFDFC
Approach Vol, veh/h 527 688 1838 1937
Approach Delay, s/veh 35.2 35.7 98.7 51.5
Approach LOS D D F D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 25.5 15.5 20.0 10.8 24.7 16.0 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 21.0 12.5 18.0 6.5 20.0 12.0 18.5 Max Q Clear Time (g_c+I1), s 6.1 23.0 11.0 5.7 6.9 22.2 11.5 13.1 Green Ext Time (p_c), s 0.0 0.0 0.1 1.2 0.0 0.0 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 65.0
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 13: N Main St & W Laurel Dr/E Laurel Dr
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 802 110 620 614 620 160 1078 940 480 825 86 Future Volume (veh/h) 127 802 110 620 614 620 160 1078 940 480 825 86 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 130 818 112 633 627 633 163 1100 959 490 842 88 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 164 812 111 193 489 435 237 1062 463 366 1575 164 Arrive On Green 0.09 0.26 0.26 0.11 0.28 0.28 0.07 0.30 0.30 0.11 0.34 0.34 Sat Flow, veh/h 1774 3122 427 1774 1770 1575 3442 3539 1544 3442 4668 485 Grp Volume(v), veh/h 130 464 466 633 627 633 163 1100 959 490 610 320 Grp Sat Flow(s),veh/h/ln 1774 1770 1780 1774 1770 1575 1721 1770 1544 1721 1695 1763 Q Serve(g_s), s 5.7 20.8 20.8 8.7 22.1 22.1 3.7 24.0 24.0 8.5 11.6 11.7 Cycle Q Clear(g_c), s 5.7 20.8 20.8 8.7 22.1 22.1 3.7 24.0 24.0 8.5 11.6 11.7 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 164 460 463 193 489 435 237 1062 463 366 1144 595 V/C Ratio(X) 0.79 1.01 1.01 3.28 1.28 1.46 0.69 1.04 2.07 1.34 0.53 0.54 Avail Cap(c_a), veh/h 255 460 463 193 489 435 237 1062 463 366 1144 595 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 29.6 29.6 35.7 29.0 29.0 36.4 28.0 28.0 35.8 21.4 21.4 Incr Delay (d2), s/veh 8.8 43.9 43.8 1039.7 142.2 217.4 8.2 37.4 489.2 170.4 1.8 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 15.7 15.8 60.0 30.0 35.8 2.0 17.2 73.1 12.7 5.7 6.3 LnGrp Delay(d),s/veh 44.4 73.5 73.4 1075.4 171.2 246.3 44.6 65.4 517.2 206.2 23.2 24.9 LnGrp LOS D FFFFFDFFFCC
Approach Vol, veh/h 1060 1893 2222 1420
Approach Delay, s/veh 69.9 498.6 258.9 86.7
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 28.5 13.2 25.3 10.0 31.5 11.9 26.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 24.0 8.7 20.8 5.5 27.0 11.5 18.0 Max Q Clear Time (g_c+I1), s 10.5 26.0 10.7 22.8 5.7 13.7 7.7 24.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.1 0.1 0.0 Intersection Summary
HCM 2010 Ctrl Delay 260.3
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 220 20 1023 480 320 20 337 993 170 296 20 Future Volume (veh/h) 30 220 20 1023 480 320 20 337 993 170 296 20 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1742 1742 1881 1826 1826 1826 1826 1826 1826 1809 1809 1881 Adj Flow Rate, veh/h 32 234 21 1088 511 0 21 359 1056 181 315 21 Adj No. of Lanes 120221122220
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, % 888333333444
Cap, veh/h 59 361 32 1224 1542 806 46 712 1548 251 829 55 Arrive On Green 0.04 0.12 0.13 0.36 0.44 0.00 0.03 0.21 0.21 0.08 0.25 0.26 Sat Flow, veh/h 1659 3074 274 3374 3470 1552 1739 3470 2719 3342 3271 217 Grp Volume(v), veh/h 32 125 130 1088 511 0 21 359 1056 181 165 171 Grp Sat Flow(s),veh/h/ln 1659 1655 1693 1687 1735 1552 1739 1735 1359 1671 1718 1770 Q Serve(g_s), s 1.9 7.1 7.2 29.7 9.4 0.0 1.2 9.0 8.5 5.2 7.8 7.8 Cycle Q Clear(g_c), s 1.9 7.1 7.2 29.7 9.4 0.0 1.2 9.0 8.5 5.2 7.8 7.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 59 194 199 1224 1542 806 46 712 1548 251 435 449 V/C Ratio(X) 0.54 0.64 0.65 0.89 0.33 0.00 0.45 0.50 0.68 0.72 0.38 0.38 Avail Cap(c_a), veh/h 124 777 795 1274 2681 1316 107 1222 1948 307 658 678 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 41.3 41.3 29.4 17.7 0.0 47.0 34.5 3.9 44.3 30.2 30.2 Incr Delay (d2), s/veh 2.9 7.4 7.6 8.5 0.3 0.0 2.6 0.6 0.7 9.7 0.5 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 0.9 3.6 3.8 15.2 4.5 0.0 0.6 4.3 4.0 2.7 3.7 3.9 LnGrp Delay(d),s/veh 49.3 48.7 48.8 37.9 18.0 0.0 49.5 35.1 4.6 54.0 30.7 30.7 LnGrp LOS DDDDB DDADCC
Approach Vol, veh/h 287 1599 1436 517
Approach Delay, s/veh 48.8 31.5 12.9 38.9
Approach LOS D C B D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 41.5 17.0 8.6 30.8 9.0 49.5 13.4 26.1 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 37.0 46.0 6.0 37.5 7.3 75.7 9.0 34.5 Max Q Clear Time (g_c+I1), s 31.7 9.2 3.2 9.8 3.9 11.4 7.2 11.0 Green Ext Time (p_c), s 3.8 2.3 0.0 1.3 0.0 5.9 0.2 8.5 Intersection Summary
HCM 2010 Ctrl Delay 26.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 7: N Davis Rd & W Rossi St With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 335 303 165 412 376 228 128 540 335 163 675 256 Future Volume (veh/h) 335 303 165 412 376 228 128 540 335 163 675 256 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1863 1845 1845 1845 Adj Flow Rate, veh/h 356 322 176 438 400 243 136 574 356 173 718 272 Adj No. of Lanes 211211121121
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, % 222333222333
Cap, veh/h 382 415 352 487 469 399 172 955 653 195 995 445 Arrive On Green 0.11 0.22 0.22 0.14 0.25 0.25 0.10 0.27 0.27 0.11 0.28 0.28 Sat Flow, veh/h 3442 1863 1583 3408 1845 1568 1774 3539 1583 1757 3505 1568 Grp Volume(v), veh/h 356 322 176 438 400 243 136 574 356 173 718 272 Grp Sat Flow(s),veh/h/ln 1721 1863 1583 1704 1845 1568 1774 1770 1583 1757 1752 1568 Q Serve(g_s), s 6.5 10.2 6.1 8.0 13.0 8.6 4.7 8.9 10.7 6.1 11.6 9.5 Cycle Q Clear(g_c), s 6.5 10.2 6.1 8.0 13.0 8.6 4.7 8.9 10.7 6.1 11.6 9.5 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 382 415 352 487 469 399 172 955 653 195 995 445 V/C Ratio(X) 0.93 0.78 0.50 0.90 0.85 0.61 0.79 0.60 0.55 0.89 0.72 0.61 Avail Cap(c_a), veh/h 382 473 402 487 527 448 197 955 653 195 995 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 23.0 21.4 26.6 22.4 20.7 27.8 20.1 14.0 27.6 20.3 19.6 Incr Delay (d2), s/veh 29.3 7.0 1.1 19.6 11.7 2.0 17.2 2.8 3.3 35.2 4.5 6.1 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 4.6 6.1 2.8 5.0 8.1 3.9 3.1 4.7 5.2 4.9 6.2 4.9 LnGrp Delay(d),s/veh 57.1 30.1 22.5 46.1 34.1 22.7 45.0 22.9 17.3 62.8 24.9 25.7 LnGrp LOS E CCDCCDCBECC
Approach Vol, veh/h 854 1081 1066 1163
Approach Delay, s/veh 39.8 36.4 23.8 30.7
Approach LOS DDCC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 21.0 13.0 18.0 10.1 21.9 11.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 17.0 9.0 16.0 7.0 17.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 8.1 12.7 10.0 12.2 6.7 13.6 8.5 15.0 Green Ext Time (p_c), s 0.0 2.0 0.0 0.9 0.0 1.8 0.0 1.0 Intersection Summary
HCM 2010 Ctrl Delay 32.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 385 240 136 393 111 162 715 73 126 1295 201 Future Volume (veh/h) 164 385 240 136 393 111 162 715 73 126 1295 201 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 189 443 276 156 452 0 186 822 84 145 1489 0 Adj No. of Lanes 211111130130
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222333222222
Cap, veh/h 237 453 380 172 503 428 206 1661 169 180 1727 0 Arrive On Green 0.07 0.24 0.24 0.10 0.27 0.00 0.12 0.35 0.35 0.10 0.34 0.00 Sat Flow, veh/h 3442 1863 1560 1757 1845 1568 1774 4687 477 1774 5253 0 Grp Volume(v), veh/h 189 443 276 156 452 0 186 593 313 145 1489 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1560 1757 1845 1568 1774 1695 1774 1774 1695 0 Q Serve(g_s), s 4.8 21.0 14.4 7.8 20.9 0.0 9.2 12.2 12.3 7.1 24.3 0.0 Cycle Q Clear(g_c), s 4.8 21.0 14.4 7.8 20.9 0.0 9.2 12.2 12.3 7.1 24.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.00
Lane Grp Cap(c), veh/h 237 453 380 172 503 428 206 1201 628 180 1727 0 V/C Ratio(X) 0.80 0.98 0.73 0.91 0.90 0.00 0.90 0.49 0.50 0.81 0.86 0.00 Avail Cap(c_a), veh/h 237 453 380 172 503 428 206 1201 628 294 1799 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.7 33.3 30.9 39.6 31.1 0.0 38.7 22.4 22.5 39.0 27.4 0.0 Incr Delay (d2), s/veh 17.4 36.2 6.8 42.7 18.9 0.0 37.3 0.3 0.6 8.2 4.4 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 2.9 15.3 6.9 5.8 13.3 0.0 6.6 5.7 6.1 3.9 12.0 0.0 LnGrp Delay(d),s/veh 58.1 69.5 37.7 82.3 49.9 0.0 76.0 22.7 23.1 47.2 31.8 0.0 LnGrp LOS E E D F D E CCDC
Approach Vol, veh/h 908 608 1092 1634
Approach Delay, s/veh 57.5 58.2 31.9 33.2
Approach LOS E E C C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 35.9 13.2 26.1 14.8 34.6 10.6 28.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.7 27.0 8.7 21.6 10.3 31.4 6.1 24.2 Max Q Clear Time (g_c+I1), s 9.1 14.3 9.8 23.0 11.2 26.3 6.8 22.9 Green Ext Time (p_c), s 0.2 4.9 0.0 0.0 0.0 3.9 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 41.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 9: Davis SB Ramps/Market Cir & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 675 128 88 534 3 146 0 158 7 2 0 Future Volume (veh/h) 0 675 128 88 534 3 146 0 158 7 2 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1900 1712 1712 1900 1900 1845 1845 1900 1863 1900 Adj Flow Rate, veh/h 0 823 156 107 651 4 178 0 193 9 2 0 Adj No. of Lanes 120120011010
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 5 5 5 11 11 11 333222
Cap, veh/h 3 978 185 133 1661 10 626 0 529 389 75 0
Arrive On Green 0.00 0.34 0.34 0.08 0.50 0.50 0.34 0.00 0.34 0.34 0.34 0.00 Sat Flow, veh/h 1723 2885 547 1630 3314 20 1474 0 1568 806 223 0 Grp Volume(v), veh/h 0 490 489 107 319 336 178 0 193 11 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1713 1630 1626 1708 1474 0 1568 1030 0 0 Q Serve(g_s), s 0.0 14.7 14.7 3.6 6.8 6.8 0.0 0.0 5.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 14.7 14.7 3.6 6.8 6.8 4.2 0.0 5.2 4.2 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.01 1.00 1.00 0.82 0.00
Lane Grp Cap(c), veh/h 3 583 581 133 815 856 626 0 529 465 0 0 V/C Ratio(X) 0.00 0.84 0.84 0.80 0.39 0.39 0.28 0.00 0.36 0.02 0.00 0.00 Avail Cap(c_a), veh/h 155 635 633 208 815 856 626 0 529 465 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.0 17.0 25.2 8.6 8.6 13.6 0.0 14.0 12.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 9.3 9.4 11.7 0.3 0.3 1.1 0.0 1.9 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.5 8.4 2.0 3.1 3.2 2.2 0.0 2.5 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 26.4 26.4 36.9 8.9 8.9 14.8 0.0 15.9 12.5 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 979 762 371 11
Approach Delay, s/veh 26.4 12.8 15.4 12.5
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.3 9.1 23.4 23.3 0.0 32.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.8 7.1 20.6 18.8 5.0 22.7 Max Q Clear Time (g_c+I1), s 7.2 5.6 16.7 6.2 0.0 8.8
Green Ext Time (p_c), s 1.3 0.0 2.2 0.0 0.0 3.5
Intersection Summary
HCM 2010 Ctrl Delay 19.5
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 753 86 149 536 3 89 1 95 1 1 0 Future Volume (veh/h) 1 753 86 149 536 3 89 1 95 1 1 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1810 1810 1810 1743 1743 1900 1900 1776 1776 1900 1863 1900 Adj Flow Rate, veh/h 1 866 99 171 616 3 102 1 109 1 1 0 Adj No. of Lanes 121120011010
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 555999777222
Cap, veh/h 3 1034 463 213 1445 7 582 5 497 313 283 0
Arrive On Green 0.00 0.30 0.30 0.13 0.43 0.43 0.33 0.33 0.33 0.33 0.33 0.00 Sat Flow, veh/h 1723 3438 1538 1660 3380 16 1378 15 1509 658 860 0 Grp Volume(v), veh/h 1 866 99 171 302 317 103 0 109 2 0 0 Grp Sat Flow(s),veh/h/ln 1723 1719 1538 1660 1656 1740 1393 0 1509 1518 0 0 Q Serve(g_s), s 0.0 13.2 2.7 5.6 7.1 7.1 0.0 0.0 2.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 13.2 2.7 5.6 7.1 7.1 2.4 0.0 2.9 2.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.99 1.00 0.50 0.00
Lane Grp Cap(c), veh/h 3 1034 463 213 708 744 587 0 497 597 0 0 V/C Ratio(X) 0.32 0.84 0.21 0.80 0.43 0.43 0.18 0.00 0.22 0.00 0.00 0.00 Avail Cap(c_a), veh/h 154 1108 496 300 708 744 587 0 497 597 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.9 18.3 14.6 23.7 11.2 11.2 13.4 0.0 13.5 12.6 0.0 0.0 Incr Delay (d2), s/veh 51.7 5.5 0.2 10.1 0.4 0.4 0.7 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.9 1.2 3.2 3.3 3.4 1.2 0.0 1.3 0.0 0.0 0.0 LnGrp Delay(d),s/veh 79.5 23.7 14.8 33.8 11.6 11.6 14.0 0.0 14.6 12.6 0.0 0.0 LnGrp LOS E C B C B B B B B
Approach Vol, veh/h 966 790 212 2
Approach Delay, s/veh 22.9 16.4 14.3 12.6
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.9 11.7 21.3 22.9 4.6 28.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 10.1 18.0 18.4 5.0 23.1 Max Q Clear Time (g_c+I1), s 4.9 7.6 15.2 4.4 2.0 9.1
Green Ext Time (p_c), s 0.7 0.1 1.6 0.0 0.0 3.3
Intersection Summary
HCM 2010 Ctrl Delay 19.3
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 11: Davis Rd & Blanco Rd With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 591 620 340 290 640 252 590 280 250 217 414 767 Future Volume (veh/h) 591 620 340 290 640 252 590 280 250 217 414 767 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1827 1827 1827 1827 1827 1827 1845 1845 1845 Adj Flow Rate, veh/h 609 639 351 299 660 0 608 289 258 224 427 0 Adj No. of Lanes 221221221121
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, % 222444444333
Cap, veh/h 585 869 389 350 622 278 579 1280 573 252 1194 534 Arrive On Green 0.17 0.25 0.25 0.10 0.18 0.00 0.17 0.37 0.37 0.14 0.34 0.00 Sat Flow, veh/h 3442 3539 1583 3375 3471 1553 3375 3471 1553 1757 3505 1568 Grp Volume(v), veh/h 609 639 351 299 660 0 608 289 258 224 427 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1688 1736 1553 1688 1736 1553 1757 1752 1568 Q Serve(g_s), s 22.1 21.6 27.9 11.3 23.3 0.0 22.3 7.5 16.4 16.3 11.9 0.0 Cycle Q Clear(g_c), s 22.1 21.6 27.9 11.3 23.3 0.0 22.3 7.5 16.4 16.3 11.9 0.0 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 585 869 389 350 622 278 579 1280 573 252 1194 534 V/C Ratio(X) 1.04 0.74 0.90 0.85 1.06 0.00 1.05 0.23 0.45 0.89 0.36 0.00 Avail Cap(c_a), veh/h 585 869 389 382 622 278 579 1280 573 362 1194 534 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.0 45.2 47.5 57.3 53.4 0.0 53.8 28.3 31.1 54.6 32.2 0.0 Incr Delay (d2), s/veh 48.3 3.3 23.7 16.0 53.3 0.0 51.2 0.4 2.6 17.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 11.0 14.8 6.1 15.8 0.0 14.5 3.6 7.4 9.1 5.9 0.0 LnGrp Delay(d),s/veh 102.2 48.4 71.2 73.3 106.6 0.0 105.1 28.7 33.6 71.6 33.0 0.0 LnGrp LOS F D E E F F C C E C
Approach Vol, veh/h 1599 959 1155 651
Approach Delay, s/veh 73.9 96.2 70.0 46.3
Approach LOS E F E D
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.2 52.4 18.0 36.4 26.8 48.8 26.6 27.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.8 39.8 14.7 30.7 22.3 44.3 22.1 23.3 Max Q Clear Time (g_c+I1), s 18.3 18.4 13.3 29.9 24.3 13.9 24.1 25.3 Green Ext Time (p_c), s 0.4 2.7 0.2 0.5 0.0 3.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 73.7
HCM 2010 LOS E
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 12: N Main St & W Alvin Dr/E Alvin Dr With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 331 140 301 310 264 40 622 322 216 746 140 Future Volume (veh/h) 148 331 140 301 310 264 40 622 322 216 746 140 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.85 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 170 380 161 346 356 303 46 715 370 248 857 161 Adj No. of Lanes 121111130231
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 208 745 284 384 577 486 72 855 395 306 1529 471 Arrive On Green 0.12 0.21 0.21 0.22 0.31 0.31 0.04 0.25 0.25 0.09 0.30 0.30 Sat Flow, veh/h 1774 3539 1349 1774 1863 1568 1774 3390 1566 3442 5085 1568 Grp Volume(v), veh/h 170 380 161 346 356 303 46 715 370 248 857 161 Grp Sat Flow(s),veh/h/ln 1774 1770 1349 1774 1863 1568 1774 1695 1566 1721 1695 1568 Q Serve(g_s), s 7.3 7.4 8.3 14.7 12.7 12.8 2.0 15.5 18.0 5.5 11.0 6.2 Cycle Q Clear(g_c), s 7.3 7.4 8.3 14.7 12.7 12.8 2.0 15.5 18.0 5.5 11.0 6.2 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 208 745 284 384 577 486 72 855 395 306 1529 471 V/C Ratio(X) 0.82 0.51 0.57 0.90 0.62 0.62 0.64 0.84 0.94 0.81 0.56 0.34 Avail Cap(c_a), veh/h 253 820 312 400 585 492 114 855 395 306 1529 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 27.1 27.5 29.6 22.9 22.9 36.7 27.5 28.4 34.8 22.9 21.2 Incr Delay (d2), s/veh 15.7 0.5 2.0 22.3 1.9 2.4 9.1 9.5 31.8 15.1 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 3.6 3.3 9.6 6.8 5.8 1.2 8.4 11.2 3.3 5.4 3.0 LnGrp Delay(d),s/veh 49.2 27.7 29.5 51.9 24.8 25.3 45.8 37.0 60.2 49.9 24.3 23.1 LnGrp LOS DCCDCCDDEDCC
Approach Vol, veh/h 711 1005 1131 1266
Approach Delay, s/veh 33.2 34.3 45.0 29.2
Approach LOS CCDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 24.1 21.3 20.9 7.6 27.9 13.6 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.9 19.6 17.5 18.0 5.0 21.5 11.1 24.4 Max Q Clear Time (g_c+I1), s 7.5 20.0 16.7 10.3 4.0 13.0 9.3 14.8 Green Ext Time (p_c), s 0.0 0.0 0.1 1.9 0.0 4.1 0.1 2.4 Intersection Summary
HCM 2010 Ctrl Delay 35.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts AM 13: N Main St & W Laurel Dr/E Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 226 522 90 160 610 100 80 688 140 180 962 145 Future Volume (veh/h) 226 522 90 160 610 100 80 688 140 180 962 145 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1845 1845 1845 1863 1863 1900 Adj Flow Rate, veh/h 254 587 101 180 685 112 90 773 157 202 1081 163 Adj No. of Lanes 120120221230
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222333222
Cap, veh/h 292 865 148 218 745 122 185 1022 452 251 1383 208 Arrive On Green 0.16 0.29 0.29 0.12 0.24 0.24 0.05 0.29 0.29 0.07 0.31 0.31 Sat Flow, veh/h 1774 3018 518 1774 3043 497 3408 3505 1552 3442 4460 672 Grp Volume(v), veh/h 254 344 344 180 398 399 90 773 157 202 821 423 Grp Sat Flow(s),veh/h/ln 1774 1770 1766 1774 1770 1770 1704 1752 1552 1721 1695 1742 Q Serve(g_s), s 11.1 13.7 13.8 7.9 17.4 17.5 2.0 16.0 6.3 4.6 17.6 17.6 Cycle Q Clear(g_c), s 11.1 13.7 13.8 7.9 17.4 17.5 2.0 16.0 6.3 4.6 17.6 17.6 Prop In Lane 1.00 0.29 1.00 0.28 1.00 1.00 1.00 0.39
Lane Grp Cap(c), veh/h 292 507 506 218 433 433 185 1022 452 251 1051 540 V/C Ratio(X) 0.87 0.68 0.68 0.83 0.92 0.92 0.49 0.76 0.35 0.81 0.78 0.78 Avail Cap(c_a), veh/h 301 507 506 259 434 434 218 1022 452 251 1051 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 25.1 25.2 34.1 29.3 29.3 36.6 25.6 22.2 36.3 25.0 25.0 Incr Delay (d2), s/veh 22.5 3.6 3.7 16.9 24.5 24.8 2.0 5.2 2.1 17.2 5.8 10.8 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 7.3 7.2 7.2 4.9 11.5 11.5 1.0 8.5 3.0 2.8 9.1 10.1 LnGrp Delay(d),s/veh 54.9 28.7 28.8 51.0 53.8 54.0 38.5 30.9 24.3 53.6 30.8 35.8 LnGrp LOS DCCDDDDCCDCD
Approach Vol, veh/h 942 977 1020 1446
Approach Delay, s/veh 35.8 53.4 30.5 35.4
Approach LOS DDCD
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.3 27.7 14.3 27.3 8.8 29.2 17.6 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.8 23.2 11.6 21.4 5.1 23.9 13.5 19.5 Max Q Clear Time (g_c+I1), s 6.6 18.0 9.9 15.8 4.0 19.6 13.1 19.5 Green Ext Time (p_c), s 0.0 2.6 0.1 2.1 0.0 2.9 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 38.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 4: N Davis Rd & Calle Del Adobe/W Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 400 20 703 550 620 30 598 1033 660 537 40 Future Volume (veh/h) 50 400 20 703 550 620 30 598 1033 660 537 40 Number 5 2 12 1 6 16 3 8 18 7 4 14
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 Adj Sat Flow, veh/h/ln 1775 1775 1881 1826 1826 1826 1844 1844 1844 1844 1844 1881 Adj Flow Rate, veh/h 52 412 21 725 567 0 31 616 1065 680 554 41 Adj No. of Lanes 120221122220
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, % 666333222222
Cap, veh/h 70 576 29 679 1166 808 57 845 1220 628 1301 96 Arrive On Green 0.04 0.18 0.18 0.20 0.34 0.00 0.03 0.24 0.24 0.18 0.39 0.40 Sat Flow, veh/h 1690 3264 166 3374 3470 1552 1756 3504 2759 3407 3308 244 Grp Volume(v), veh/h 52 212 221 725 567 0 31 616 1065 680 293 302 Grp Sat Flow(s),veh/h/ln 1690 1686 1745 1687 1735 1552 1756 1752 1379 1704 1752 1800 Q Serve(g_s), s 3.6 14.2 14.2 24.0 15.5 0.0 2.1 19.3 17.6 22.0 14.5 14.6 Cycle Q Clear(g_c), s 3.6 14.2 14.2 24.0 15.5 0.0 2.1 19.3 17.6 22.0 14.5 14.6 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 70 297 308 679 1166 808 57 845 1220 628 689 708 V/C Ratio(X) 0.74 0.71 0.72 1.07 0.49 0.00 0.55 0.73 0.87 1.08 0.43 0.43 Avail Cap(c_a), veh/h 147 657 680 679 1748 1068 88 998 1341 628 734 754 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.6 46.3 46.3 47.7 31.4 0.0 56.9 41.7 10.2 48.7 26.4 26.3 Incr Delay (d2), s/veh 5.8 6.6 6.5 54.3 0.7 0.0 3.0 2.2 6.2 60.3 0.4 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 1.8 7.2 7.4 16.2 7.5 0.0 1.1 9.6 7.6 15.6 7.1 7.3 LnGrp Delay(d),s/veh 62.3 53.0 52.8 101.9 32.1 0.0 59.9 43.9 16.3 109.0 26.8 26.7 LnGrp LOS E D D F C E D B F C C
Approach Vol, veh/h 485 1292 1712 1275
Approach Delay, s/veh 53.9 71.3 27.0 70.6
Approach LOS D E C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.0 26.5 9.9 52.9 10.4 46.1 28.0 34.8 Change Period (Y+Rc), s 6.0 5.5 6.0 6.0 5.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 24.0 46.5 6.0 50.0 10.4 60.1 22.0 34.0 Max Q Clear Time (g_c+I1), s 26.0 16.2 4.1 16.6 5.6 17.5 24.0 21.3 Green Ext Time (p_c), s 0.0 4.0 0.0 2.4 0.0 6.5 0.0 7.2 Intersection Summary
HCM 2010 Ctrl Delay 53.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 7: N Davis Rd & W Rossi St With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 473 115 212 419 124 211 235 790 651 116 644 411 Future Volume (veh/h) 473 115 212 419 124 211 235 790 651 116 644 411 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 520 126 233 460 136 232 258 868 715 127 708 452 Adj No. of Lanes 211211121121
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 576 345 293 549 330 281 297 1234 805 148 938 420 Arrive On Green 0.17 0.18 0.18 0.16 0.18 0.18 0.17 0.35 0.35 0.08 0.26 0.26 Sat Flow, veh/h 3442 1863 1583 3442 1863 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 520 126 233 460 136 232 258 868 715 127 708 452 Grp Sat Flow(s),veh/h/ln 1721 1863 1583 1721 1863 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 10.6 4.2 10.1 9.3 4.6 10.1 10.2 15.2 25.0 5.1 13.2 19.0 Cycle Q Clear(g_c), s 10.6 4.2 10.1 9.3 4.6 10.1 10.2 15.2 25.0 5.1 13.2 19.0 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 576 345 293 549 330 281 297 1234 805 148 938 420 V/C Ratio(X) 0.90 0.37 0.80 0.84 0.41 0.83 0.87 0.70 0.89 0.86 0.76 1.08 Avail Cap(c_a), veh/h 576 416 353 576 416 353 297 1234 805 148 938 420 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 25.5 27.9 29.2 26.2 28.4 29.1 20.2 15.8 32.4 24.2 26.4 Incr Delay (d2), s/veh 17.6 0.6 10.0 10.1 0.8 12.2 23.0 3.4 14.0 35.8 5.6 66.2 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 6.5 2.2 5.2 5.2 2.5 5.3 6.8 7.9 15.7 3.9 7.1 16.0 LnGrp Delay(d),s/veh 46.9 26.2 38.0 39.4 27.0 40.7 52.1 23.5 29.8 68.3 29.8 92.6 LnGrp LOS DCDDCDDCCECF
Approach Vol, veh/h 879 828 1841 1287
Approach Delay, s/veh 41.5 37.7 30.0 55.7
Approach LOS D D C E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 29.0 15.4 17.3 16.0 23.0 16.0 16.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 25.0 12.0 16.0 12.0 19.0 12.0 16.0 Max Q Clear Time (g_c+I1), s 7.1 27.0 11.3 12.1 12.2 21.0 12.6 12.1 Green Ext Time (p_c), s 0.0 0.0 0.1 0.6 0.0 0.0 0.0 0.6 Intersection Summary
HCM 2010 Ctrl Delay 40.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 8: N Main St (SR 183) & W Rossi St/E Rossi St With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 427 158 113 379 285 256 1349 93 162 872 192 Future Volume (veh/h) 334 427 158 113 379 285 256 1349 93 162 872 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 348 445 165 118 395 0 267 1405 97 169 908 0 Adj No. of Lanes 211111130130
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, % 222222222222
Cap, veh/h 412 502 420 148 434 369 302 1588 110 203 1382 0 Arrive On Green 0.12 0.27 0.27 0.08 0.23 0.00 0.17 0.33 0.33 0.11 0.27 0.00 Sat Flow, veh/h 3442 1863 1557 1774 1863 1583 1774 4849 335 1774 5253 0 Grp Volume(v), veh/h 348 445 165 118 395 0 267 982 520 169 908 0 Grp Sat Flow(s),veh/h/ln 1721 1863 1557 1774 1863 1583 1774 1695 1794 1774 1695 0 Q Serve(g_s), s 8.7 20.1 7.6 5.7 18.1 0.0 12.9 24.1 24.1 8.2 13.9 0.0 Cycle Q Clear(g_c), s 8.7 20.1 7.6 5.7 18.1 0.0 12.9 24.1 24.1 8.2 13.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.00
Lane Grp Cap(c), veh/h 412 502 420 148 434 369 302 1110 588 203 1382 0 V/C Ratio(X) 0.84 0.89 0.39 0.80 0.91 0.00 0.88 0.88 0.88 0.83 0.66 0.00 Avail Cap(c_a), veh/h 412 520 435 152 457 388 314 1140 603 212 1421 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.8 30.7 26.2 39.5 32.7 0.0 35.5 27.9 27.9 38.0 28.3 0.0 Incr Delay (d2), s/veh 14.8 16.3 0.6 24.9 21.5 0.0 23.9 8.4 14.4 23.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 12.5 3.3 3.8 11.9 0.0 8.3 12.5 14.2 5.3 6.6 0.0 LnGrp Delay(d),s/veh 52.6 47.0 26.8 64.4 54.2 0.0 59.5 36.3 42.3 61.1 29.4 0.0 LnGrp LOS D D C E D E D D E C
Approach Vol, veh/h 958 513 1769 1077
Approach Delay, s/veh 45.6 56.6 41.6 34.4
Approach LOS D E D C
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.5 33.2 11.8 28.2 19.4 28.3 15.0 24.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 29.5 7.5 24.5 15.5 24.5 10.5 21.5 Max Q Clear Time (g_c+I1), s 10.2 26.1 7.7 22.1 14.9 15.9 10.7 20.1 Green Ext Time (p_c), s 0.0 2.7 0.0 0.8 0.1 4.0 0.0 0.3 Intersection Summary
HCM 2010 Ctrl Delay 42.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 9: Davis SB Ramps/Market Cir & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1076 141 83 649 4 86 2 154 5 0 1 Future Volume (veh/h) 0 1076 141 83 649 4 86 2 154 5 0 1 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1776 1776 1900 1759 1759 1900 1900 1792 1792 1900 1863 1900 Adj Flow Rate, veh/h 0 1098 144 85 662 4 88 2 157 5 0 1 Adj No. of Lanes 120120011010
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, % 777888666222
Cap, veh/h 3 1227 161 106 1854 11 542 11 475 395 10 60
Arrive On Green 0.00 0.41 0.41 0.06 0.54 0.54 0.31 0.31 0.31 0.31 0.00 0.31 Sat Flow, veh/h 1691 3000 393 1675 3406 21 1372 35 1524 929 31 192 Grp Volume(v), veh/h 0 617 625 85 325 341 90 0 157 6 0 0 Grp Sat Flow(s),veh/h/ln 1691 1687 1706 1675 1671 1756 1407 0 1524 1152 0 0 Q Serve(g_s), s 0.0 21.3 21.4 3.1 6.9 6.9 0.0 0.0 4.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 21.3 21.4 3.1 6.9 6.9 2.4 0.0 4.9 2.4 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.01 0.98 1.00 0.83 0.17
Lane Grp Cap(c), veh/h 3 690 698 106 909 955 553 0 475 465 0 0 V/C Ratio(X) 0.00 0.89 0.90 0.80 0.36 0.36 0.16 0.00 0.33 0.01 0.00 0.00 Avail Cap(c_a), veh/h 135 715 723 147 909 955 553 0 475 465 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 17.2 17.2 28.9 8.1 8.1 15.6 0.0 16.5 14.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 13.5 13.6 18.9 0.2 0.2 0.6 0.0 1.9 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 12.3 12.5 2.0 3.2 3.4 1.2 0.0 2.3 0.1 0.0 0.0 LnGrp Delay(d),s/veh 0.0 30.7 30.9 47.8 8.3 8.3 16.3 0.0 18.4 14.9 0.0 0.0 LnGrp LOS C C D A A B B B
Approach Vol, veh/h 1242 751 247 6
Approach Delay, s/veh 30.8 12.8 17.6 14.9
Approach LOS C B B B
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 8.5 30.1 24.0 0.0 38.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 5.5 26.5 19.5 5.0 27.0 Max Q Clear Time (g_c+I1), s 6.9 5.1 23.4 4.4 0.0 8.9
Green Ext Time (p_c), s 0.8 0.0 2.2 0.0 0.0 3.9
Intersection Summary
HCM 2010 Ctrl Delay 23.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 10: Davis NB Ramps/Private Dwy & W Market St (SR 183) With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 977 258 339 662 0 74 0 62 0 3 0 Future Volume (veh/h) 1 977 258 339 662 0 74 0 62 0 3 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1792 1792 1792 1827 1827 1900 1900 1712 1712 1900 1863 1900 Adj Flow Rate, veh/h 1 1028 272 357 697 0 78 0 65 0 3 0 Adj No. of Lanes 121120011010
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, % 6 6 6 4 4 4 11 11 11 2 2 2
Cap, veh/h 2 1149 513 400 1964 0 424 0 372 0 476 0
Arrive On Green 0.00 0.34 0.34 0.23 0.57 0.00 0.26 0.00 0.26 0.00 0.26 0.00 Sat Flow, veh/h 1707 3406 1521 1740 3563 0 1288 0 1455 0 1863 0 Grp Volume(v), veh/h 1 1028 272 357 697 0 78 0 65 0 3 0 Grp Sat Flow(s),veh/h/ln 1707 1703 1521 1740 1736 0 1288 0 1455 0 1863 0 Q Serve(g_s), s 0.0 21.9 11.0 15.2 8.3 0.0 3.6 0.0 2.7 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 21.9 11.0 15.2 8.3 0.0 3.7 0.0 2.7 0.0 0.1 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 2 1149 513 400 1964 0 424 0 372 0 476 0 V/C Ratio(X) 0.43 0.90 0.53 0.89 0.35 0.00 0.18 0.00 0.17 0.00 0.01 0.00 Avail Cap(c_a), veh/h 112 1184 529 468 1964 0 424 0 372 0 476 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.0 24.0 20.4 28.4 9.0 0.0 22.5 0.0 22.1 0.0 21.2 0.0 Incr Delay (d2), s/veh 91.0 8.9 0.9 17.2 0.1 0.0 1.0 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 11.7 4.7 9.2 4.0 0.0 1.4 0.0 1.2 0.0 0.0 0.0 LnGrp Delay(d),s/veh 129.1 32.9 21.3 45.7 9.1 0.0 23.5 0.0 23.1 0.0 21.2 0.0 LnGrp LOS F C C D A C C C
Approach Vol, veh/h 1301 1054 143 3
Approach Delay, s/veh 30.6 21.5 23.3 21.2
Approach LOS CCCC
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.0 22.0 30.2 24.0 4.6 47.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 20.5 26.5 19.5 5.0 42.0 Max Q Clear Time (g_c+I1), s 5.7 17.2 23.9 2.1 2.0 10.3 Green Ext Time (p_c), s 0.4 0.4 1.9 0.0 0.0 5.5
Intersection Summary
HCM 2010 Ctrl Delay 26.3
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 11: Davis Rd & Blanco Rd With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 558 640 330 350 800 327 300 375 730 284 261 583 Future Volume (veh/h) 558 640 330 350 800 327 300 375 730 284 261 583 Number 7 4 14 3 8 18 5 2 12 1 6 16
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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 581 667 344 365 833 0 312 391 760 296 272 0 Adj No. of Lanes 221221221121
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, % 222333333333
Cap, veh/h 560 925 413 426 784 351 373 1013 453 283 1194 534 Arrive On Green 0.16 0.26 0.26 0.12 0.22 0.00 0.11 0.29 0.29 0.16 0.34 0.00 Sat Flow, veh/h 3442 3539 1582 3408 3505 1568 3408 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 581 667 344 365 833 0 312 391 760 296 272 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1582 1704 1752 1568 1704 1752 1568 1757 1752 1568 Q Serve(g_s), s 17.9 18.9 22.6 11.5 24.6 0.0 9.9 9.8 31.8 17.7 6.1 0.0 Cycle Q Clear(g_c), s 17.9 18.9 22.6 11.5 24.6 0.0 9.9 9.8 31.8 17.7 6.1 0.0 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 560 925 413 426 784 351 373 1013 453 283 1194 534 V/C Ratio(X) 1.04 0.72 0.83 0.86 1.06 0.00 0.84 0.39 1.68 1.05 0.23 0.00 Avail Cap(c_a), veh/h 560 925 413 462 784 351 409 1013 453 283 1194 534 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.1 37.0 38.3 47.2 42.7 0.0 48.0 31.3 39.1 46.2 25.9 0.0 Incr Delay (d2), s/veh 48.1 2.8 13.5 14.0 50.1 0.0 13.2 1.1 314.0 66.4 0.4 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 12.2 9.5 11.4 6.3 17.3 0.0 5.3 4.9 53.3 13.8 3.0 0.0 LnGrp Delay(d),s/veh 94.1 39.7 51.8 61.1 92.8 0.0 61.2 32.4 353.1 112.5 26.4 0.0 LnGrp LOS F D D E F E C F F C
Approach Vol, veh/h 1592 1198 1463 568
Approach Delay, s/veh 62.2 83.2 205.2 71.3
Approach LOS E F F E
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.2 36.3 18.2 33.3 16.5 42.0 22.4 29.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.7 31.8 14.9 27.6 13.2 36.3 17.9 24.6 Max Q Clear Time (g_c+I1), s 19.7 33.8 13.5 24.6 11.9 8.1 19.9 26.6 Green Ext Time (p_c), s 0.0 0.0 0.2 1.7 0.2 1.8 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 111.9
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 12: N Main St & W Alvin Dr/E Alvin Dr With Improvement
Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 211 60 222 191 248 120 1394 251 195 1427 238 Future Volume (veh/h) 235 211 60 222 191 248 120 1394 251 195 1427 238 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 245 220 62 231 199 258 125 1452 261 203 1486 248 Adj No. of Lanes 121111130231
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, % 222222222222
Cap, veh/h 280 709 309 265 358 299 150 1614 290 253 1840 563 Arrive On Green 0.16 0.20 0.20 0.15 0.19 0.19 0.08 0.37 0.37 0.07 0.36 0.36 Sat Flow, veh/h 1774 3539 1543 1774 1863 1559 1774 4326 776 3442 5085 1557 Grp Volume(v), veh/h 245 220 62 231 199 258 125 1137 576 203 1486 248 Grp Sat Flow(s),veh/h/ln 1774 1770 1543 1774 1863 1559 1774 1695 1712 1721 1695 1557 Q Serve(g_s), s 11.9 4.7 3.0 11.3 8.5 14.2 6.1 28.0 28.1 5.1 23.3 10.7 Cycle Q Clear(g_c), s 11.9 4.7 3.0 11.3 8.5 14.2 6.1 28.0 28.1 5.1 23.3 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 280 709 309 265 358 299 150 1265 639 253 1840 563 V/C Ratio(X) 0.88 0.31 0.20 0.87 0.56 0.86 0.83 0.90 0.90 0.80 0.81 0.44 Avail Cap(c_a), veh/h 291 760 331 271 379 317 150 1265 639 253 1840 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.4 30.2 29.5 36.8 32.3 34.6 39.8 26.1 26.2 40.3 25.4 21.4 Incr Delay (d2), s/veh 23.9 0.2 0.3 24.6 1.6 20.0 30.8 10.3 18.2 16.8 3.9 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 2.3 1.3 7.3 4.5 7.7 4.3 14.9 16.5 3.0 11.5 5.0 LnGrp Delay(d),s/veh 60.3 30.4 29.8 61.4 33.9 54.6 70.6 36.5 44.4 57.1 29.4 23.9 LnGrp LOS E C C E C D E D D E C C
Approach Vol, veh/h 527 688 1838 1937
Approach Delay, s/veh 44.2 50.9 41.3 31.6
Approach LOS DDDC
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 37.5 17.7 22.2 12.0 36.5 18.4 21.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 33.0 13.5 19.0 7.5 32.0 14.5 18.0 Max Q Clear Time (g_c+I1), s 7.1 30.1 13.3 6.7 8.1 25.3 13.9 16.2 Green Ext Time (p_c), s 0.0 2.4 0.0 1.2 0.0 5.2 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 39.2
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary Cumulative Plus Project Apts PM 13: N Main St & W Laurel Dr/E Laurel Dr With Improvement Quattrin Ranch Synchro 10 Report
Keith Higgins Traffic Engineer
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 802 110 620 614 620 160 1078 940 480 825 86 Future Volume (veh/h) 127 802 110 620 614 620 160 1078 940 480 825 86 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 130 818 112 633 627 633 163 1100 959 490 842 88 Adj No. of Lanes 120120221230
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, % 222222222222
Cap, veh/h 148 657 90 450 674 600 213 1049 457 381 1612 168 Arrive On Green 0.08 0.21 0.21 0.25 0.38 0.38 0.06 0.30 0.30 0.11 0.35 0.35 Sat Flow, veh/h 1774 3120 427 1774 1770 1577 3442 3539 1543 3442 4668 485 Grp Volume(v), veh/h 130 464 466 633 627 633 163 1100 959 490 610 320 Grp Sat Flow(s),veh/h/ln 1774 1770 1778 1774 1770 1577 1721 1770 1543 1721 1695 1763 Q Serve(g_s), s 10.1 29.5 29.5 35.5 47.6 53.3 6.5 41.5 41.5 15.5 20.1 20.3 Cycle Q Clear(g_c), s 10.1 29.5 29.5 35.5 47.6 53.3 6.5 41.5 41.5 15.5 20.1 20.3 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 148 373 375 450 674 600 213 1049 457 381 1171 609 V/C Ratio(X) 0.88 1.24 1.24 1.41 0.93 1.05 0.77 1.05 2.10 1.29 0.52 0.52 Avail Cap(c_a), veh/h 148 373 375 450 674 600 288 1049 457 381 1171 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.4 55.3 55.3 52.3 41.6 43.4 64.7 49.3 49.3 62.2 36.6 36.6 Incr Delay (d2), s/veh 40.4 130.5 130.5 196.1 19.6 51.8 8.2 41.4 500.8 147.2 1.7 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 27.9 28.0 41.9 26.8 31.8 3.3 26.3 81.4 15.1 9.7 10.4 LnGrp Delay(d),s/veh 103.8 185.8 185.7 248.4 61.2 95.2 72.9 90.6 550.0 209.5 38.3 39.9 LnGrp LOS FFFFEFEFFFDD
Approach Vol, veh/h 1060 1893 2222 1420
Approach Delay, s/veh 175.7 135.2 287.6 97.7
Approach LOS FFFF
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 46.0 40.0 34.0 13.2 52.8 16.2 57.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 41.5 35.5 29.5 11.7 45.3 11.7 53.3 Max Q Clear Time (g_c+I1), s 17.5 43.5 37.5 31.5 8.5 22.3 12.1 55.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 6.6 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 185.0
HCM 2010 LOS F
Appendix P
Monterey County
Regional Trip Length
Calculation
Home to
Work
Home to
Shopping
Home to
Other
Weighted
Average
Trip Length (miles) 10.8 7.3 7.5Percent of Total Trips 44.0% 18.8% 37.2% 100.0%Total 4.8 1.4 2.8 8.9 Source: California Emissions Estimator Model (CalEEMOd), Appendix D - Default Data Tables, pg D-85, for Monterey County, October 2017 Average Monterey County Home-Based Trip Lengths
RESIDENTIAL: HOME-BASED TRIPS
Keith HigginsTraffic Engineer
City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-453, Version: 1
Front Street/Sherwood Drive Adaptive Traffic Control System, CIP 9431 Approve a Resolution approving the plans and specifications for the Front Street/Sherwood Drive Adaptive Traffic Control System Project, CIP 9431; awarding a contract to Bear Electrical Solutions, Inc. for in the amount of $585,870.00; and authorizing the direct purchase of traffic signal equipment in the amount of $219,572.22.

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