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HCM 6th Signalized Intersection Summary Cumulative Conditions <br />11: Foothill Rd & Laurel Creek Dr/Stoneridge Dr Timing Plan: AM PEAK <br />Stoneridge Mall Residential Project 6:00 am 05/06/2010 Existing + Approved + Stoneridge Residential Synchro 10 Report <br />Page 6 <br />Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR <br />Lane Configurations <br />Traffic Volume (veh/h) 20 40 60 205 40 307 30 382 130 400 431 10 <br />Future Volume (veh/h) 20 40 60 205 40 307 30 382 130 400 431 10 <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 0.99 1.00 1.00 1.00 0.99 1.00 1.00 <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 23 47 70 238 47 357 35 444 151 465 501 12 <br />Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 <br />Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 <br />Cap, veh/h 38 82 122 310 536 1402 54 729 295 663 1304 582 <br />Arrive On Green 0.02 0.12 0.11 0.17 0.29 0.29 0.03 0.21 0.19 0.19 0.37 0.37 <br />Sat Flow, veh/h 1781 676 1007 1781 1870 2790 1781 3554 1564 3456 3554 1585 <br />Grp Volume(v), veh/h 23 0 117 238 47 357 35 444 151 465 501 12 <br />Grp Sat Flow(s),veh/h/ln1781 0 1683 1781 1870 1395 1781 1777 1564 1728 1777 1585 <br />Q Serve(g_s), s 0.7 0.0 3.6 6.9 1.0 4.0 1.1 6.2 4.7 6.8 5.6 0.3 <br />Cycle Q Clear(g_c), s 0.7 0.0 3.6 6.9 1.0 4.0 1.1 6.2 4.7 6.8 5.6 0.3 <br />Prop In Lane 1.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00 <br />Lane Grp Cap(c), veh/h 38 0 204 310 536 1402 54 729 295 663 1304 582 <br />V/C Ratio(X)0.60 0.00 0.57 0.77 0.09 0.25 0.65 0.61 0.51 0.70 0.38 0.02 <br />Avail Cap(c_a), veh/h 656 0 639 1149 536 1402 656 2075 888 2228 1304 582 <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 0.00 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/veh26.3 0.0 22.7 21.4 14.2 7.7 26.0 19.6 19.8 20.5 12.7 11.0 <br />Incr Delay (d2), s/veh 5.4 0.0 0.9 3.7 0.0 0.0 4.8 0.8 1.4 1.0 0.2 0.0 <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/ln0.3 0.0 1.4 2.8 0.4 1.0 0.5 2.2 1.7 2.4 1.8 0.1 <br />Unsig. Movement Delay, s/veh <br />LnGrp Delay(d),s/veh 31.7 0.0 23.6 25.0 14.2 7.7 30.9 20.4 21.2 21.5 12.8 11.0 <br />LnGrp LOS C A C C B A C C C C B B <br />Approach Vol, veh/h 140 642 630 978 <br />Approach Delay, s/veh 25.0 14.6 21.2 16.9 <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), s14.4 15.1 5.2 19.6 5.6 23.9 13.4 11.3 <br />Change Period (Y+Rc), s 4.0 5.7 4.0 5.3 4.0 5.7 4.0 * 5.3 <br />Max Green Setting (Gmax), s35.0 30.0 20.0 10.0 20.0 10.0 35.0 * 20 <br />Max Q Clear Time (g_c+I1), s8.8 8.2 2.7 6.0 3.1 7.6 8.9 5.6 <br />Green Ext Time (p_c), s 1.6 1.3 0.0 0.5 0.0 0.6 0.8 0.2 <br />Intersection Summary <br />HCM 6th Ctrl Delay 17.9 <br />HCM 6th LOS B <br />Notes <br />User approved pedestrian interval to be less than phase max green. <br />* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.