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HCM 6th Signalized Intersection Summary Cumulative Conditions <br />6: Stoneridge Mall Rd & Embarcadero Ct Timing Plan: AM PEAK <br />Stoneridge Mall Residential Project 6:00 am 05/06/2010 Existing + Approved + Stoneridge Residential Synchro 10 Report <br />Page 4 <br />Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR <br />Lane Configurations <br />Traffic Volume (veh/h)7 0 5 30 0 40 5 574 364 250 121 8 <br />Future Volume (veh/h)7 0 5 30 0 40 5 574 364 250 121 8 <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 1.00 1.00 0.97 1.00 0.93 1.00 0.97 <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 7 0 5 32 0 43 5 611 181 266 129 9 <br />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 <br />Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 <br />Cap, veh/h 28 0 20 286 0 104 12 1240 517 343 1799 124 <br />Arrive On Green 0.04 0.00 0.02 0.08 0.00 0.07 0.01 0.35 0.35 0.19 0.53 0.52 <br />Sat Flow, veh/h 987 0 705 3563 0 1543 1781 3554 1481 1781 3366 232 <br />Grp Volume(v), veh/h 12 0 0 32 0 43 5 611 181 266 67 71 <br />Grp Sat Flow(s),veh/h/ln1691 0 0 1781 0 1543 1781 1777 1481 1781 1777 1821 <br />Q Serve(g_s), s 0.3 0.0 0.0 0.4 0.0 1.2 0.1 6.2 4.1 6.5 0.8 0.9 <br />Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.4 0.0 1.2 0.1 6.2 4.1 6.5 0.8 0.9 <br />Prop In Lane 0.58 0.42 1.00 1.00 1.00 1.00 1.00 0.13 <br />Lane Grp Cap(c), veh/h 48 0 0 286 0 104 12 1240 517 343 950 974 <br />V/C Ratio(X)0.25 0.00 0.00 0.11 0.00 0.41 0.42 0.49 0.35 0.78 0.07 0.07 <br />Avail Cap(c_a), veh/h 762 0 0 1606 0 675 780 2768 1153 780 1384 1419 <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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 <br />Uniform Delay (d), s/veh21.7 0.0 0.0 19.5 0.0 20.5 22.6 11.7 11.0 17.5 5.1 5.2 <br />Incr Delay (d2), s/veh 1.0 0.0 0.0 0.1 0.0 1.0 8.4 0.2 0.3 2.8 0.0 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/ln0.1 0.0 0.0 0.1 0.0 0.4 0.1 2.0 1.2 2.6 0.2 0.2 <br />Unsig. Movement Delay, s/veh <br />LnGrp Delay(d),s/veh 22.8 0.0 0.0 19.6 0.0 21.4 31.0 11.9 11.3 20.4 5.2 5.2 <br />LnGrp LOS C A A B A C C B B C A A <br />Approach Vol, veh/h 12 75 797 404 <br />Approach Delay, s/veh 22.8 20.6 11.9 15.2 <br />Approach LOS C C B B <br />Timer - Assigned Phs 1 2 4 5 6 8 <br />Phs Duration (G+Y+Rc), s4.3 28.4 5.3 12.8 19.9 7.7 <br />Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.6 <br />Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 <br />Max Q Clear Time (g_c+I1), s2.1 2.9 2.3 8.5 8.2 3.2 <br />Green Ext Time (p_c), s 0.0 0.4 0.0 0.6 3.1 0.1 <br />Intersection Summary <br />HCM 6th Ctrl Delay 13.5 <br />HCM 6th LOS B <br />Notes <br />User approved pedestrian interval to be less than phase max green. <br />User approved volume balancing among the lanes for turning movement.