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HCM 6th Signalized Intersection Summary Cumulative Conditions <br />3: Foothill Rd & Dublin Canyon Rd/Canyon Wy Timing Plan: AM 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)190 142 233 20 32 269 109 633 30 1082 1178 220 <br />Future Volume (veh/h)190 142 233 20 32 269 109 633 30 1082 1178 220 <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 0.97 1.00 0.98 1.00 0.98 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 207 154 253 22 35 292 118 688 33 1176 1280 239 <br />Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 <br />Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 <br />Cap, veh/h 317 392 323 35 258 1208 220 1273 61 1452 2069 386 <br />Arrive On Green 0.09 0.21 0.21 0.02 0.14 0.14 0.06 0.26 0.26 0.29 0.48 0.46 <br />Sat Flow, veh/h 3456 1870 1542 1781 1870 2743 3456 4988 238 5023 4305 804 <br />Grp Volume(v), veh/h 207 154 253 22 35 292 118 469 252 1176 1012 507 <br />Grp Sat Flow(s),veh/h/ln 1728 1870 1542 1781 1870 1371 1728 1702 1822 1674 1702 1705 <br />Q Serve(g_s), s 4.1 5.0 11.0 0.9 1.2 4.8 2.3 8.4 8.5 15.4 15.5 15.7 <br />Cycle Q Clear(g_c), s 4.1 5.0 11.0 0.9 1.2 4.8 2.3 8.4 8.5 15.4 15.5 15.7 <br />Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.47 <br />Lane Grp Cap(c), veh/h 317 392 323 35 258 1208 220 869 465 1452 1636 819 <br />V/C Ratio(X)0.65 0.39 0.78 0.62 0.14 0.24 0.54 0.54 0.54 0.81 0.62 0.62 <br />Avail Cap(c_a), veh/h 1221 545 449 504 545 1629 977 1766 945 2130 1766 884 <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 31.1 24.1 26.4 34.4 26.8 12.6 32.1 22.7 22.8 23.3 13.6 13.9 <br />Incr Delay (d2), s/veh 0.9 0.2 3.8 6.5 0.1 0.0 0.8 0.5 1.0 0.9 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 1.7 2.1 4.2 0.4 0.5 1.3 0.9 3.1 3.4 5.4 4.9 5.2 <br />Unsig. Movement Delay, s/veh <br />LnGrp Delay(d),s/veh 31.9 24.3 30.2 40.9 26.9 12.7 32.9 23.3 23.8 24.3 14.2 15.1 <br />LnGrp LOS C C C D C B C C C C B B <br />Approach Vol, veh/h 614 349 839 2695 <br />Approach Delay, s/veh 29.3 15.9 24.8 18.7 <br />Approach LOS C B C B <br />Timer - Assigned Phs 1 2 3 4 5 6 7 8 <br />Phs Duration (G+Y+Rc), s 24.5 22.1 10.5 13.8 8.5 38.0 5.4 18.8 <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 17.4 10.5 6.1 7.8 4.3 17.7 2.9 13.0 <br />Green Ext Time (p_c), s 3.1 3.0 0.5 0.9 0.2 6.9 0.0 0.7 <br />Intersection Summary <br />HCM 6th Ctrl Delay 21.1 <br />HCM 6th LOS C <br />Notes <br />User approved pedestrian interval to be less than phase max green. <br />User approved changes to right turn type.