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HCM 6th Signalized Intersection Summary Cumulative Conditions <br />3: Foothill Rd & Dublin Canyon Rd/Canyon Wy Timing Plan: PM PEAK <br />Stoneridge Mall Residential Project 6:00 am 05/06/2010 Existing + Approved + Stoneridge Residential Synchro 10 Report <br />Page 1 <br />Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR <br />Lane Configurations <br />Traffic Volume (veh/h)380 80 350 40 92 1115 178 1355 20 467 926 150 <br />Future Volume (veh/h)380 80 350 40 92 1115 178 1355 20 467 926 150 <br />Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 <br />Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 <br />Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 <br />Work Zone On Approach No No No No <br />Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 <br />Adj Flow Rate, veh/h 418 88 385 44 101 1225 196 1489 22 513 1018 165 <br />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 <br />Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 <br />Cap, veh/h 511 613 510 56 396 970 273 1780 26 667 1754 284 <br />Arrive On Green 0.15 0.33 0.33 0.03 0.21 0.21 0.08 0.34 0.34 0.13 0.40 0.38 <br />Sat Flow, veh/h 3456 1870 1555 1781 1870 2753 3456 5184 77 5023 4417 714 <br />Grp Volume(v), veh/h 418 88 385 44 101 1225 196 978 533 513 784 399 <br />Grp Sat Flow(s),veh/h/ln 1728 1870 1555 1781 1870 1377 1728 1702 1856 1674 1702 1727 <br />Q Serve(g_s), s 11.4 3.2 21.5 2.4 4.4 20.6 5.4 25.8 25.8 9.6 17.6 17.7 <br />Cycle Q Clear(g_c), s 11.4 3.2 21.5 2.4 4.4 20.6 5.4 25.8 25.8 9.6 17.6 17.7 <br />Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.41 <br />Lane Grp Cap(c), veh/h 511 613 510 56 396 970 273 1169 638 667 1352 686 <br />V/C Ratio(X)0.82 0.14 0.76 0.78 0.26 1.26 0.72 0.84 0.84 0.77 0.58 0.58 <br />Avail Cap(c_a), veh/h 888 613 510 366 396 970 710 1284 700 1548 1352 686 <br />HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 <br />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 <br />Uniform Delay (d), s/veh 40.2 23.1 29.2 46.8 32.0 31.7 43.7 29.4 29.4 40.8 23.0 23.3 <br />Incr Delay (d2), s/veh 1.3 0.0 5.7 8.3 0.1 126.4 1.3 4.6 8.1 0.7 0.6 1.2 <br />Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 <br />%ile BackOfQ(50%),veh/ln 4.9 1.4 8.6 1.2 2.0 28.0 2.3 10.5 12.1 3.8 6.6 6.9 <br />Unsig. Movement Delay, s/veh <br />LnGrp Delay(d),s/veh 41.5 23.1 34.9 55.1 32.1 158.1 45.1 34.1 37.6 41.5 23.6 24.6 <br />LnGrp LOS D C C E C F D C D D C C <br />Approach Vol, veh/h 891 1370 1707 1696 <br />Approach Delay, s/veh 36.8 145.5 36.4 29.2 <br />Approach LOS D F D C <br />Timer - Assigned Phs 1 2 3 4 5 6 7 8 <br />Phs Duration (G+Y+Rc), s 16.9 37.4 18.4 24.6 11.7 42.6 7.1 35.9 <br />Change Period (Y+Rc), s 4.0 5.7 4.0 4.6 4.0 5.7 4.0 4.6 <br />Max Green Setting (Gmax), s 30.0 35.0 25.0 20.0 20.0 35.0 20.0 20.0 <br />Max Q Clear Time (g_c+I1), s 11.6 27.8 13.4 23.6 7.4 19.7 4.4 23.5 <br />Green Ext Time (p_c), s 1.3 4.0 1.0 0.0 0.4 4.8 0.0 0.0 <br />Intersection Summary <br />HCM 6th Ctrl Delay 60.7 <br />HCM 6th LOS E <br />Notes <br />User approved pedestrian interval to be less than phase max green. <br />User approved changes to right turn type.