COMPLIANCE INFO_FINAL INITIAL STUDY/MITIGATED NEGATIVE DECLARATION 5/25

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HCM 6th Signalized Intersection Summary1: SR 88 & E Harney Ln01/12/2025Foothill and North County Landfills Study - Future PM Synchro 11 ReportW-TransPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 99 138 32 27 101 14 14 437 33 33 348 33Future Volume (veh/h) 99 138 32 27 101 14 14 437 33 33 348 33Initial Q (Qb), veh 0 0 0000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1900 1870 1900 1826 1885 1900 1900 1870 1841 1811 1796 1900Adj Flow Rate, veh/h 99 138 29 27 101 11 14 437 26 33 348 21Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Percent Heavy Veh, %020510024670Cap, veh/h 236 215 40 153 324 31 33 573 34 67 584 35Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.02 0.33 0.33 0.04 0.35 0.35Sat Flow, veh/h 493 973 179 191 1468 143 1810 1748 104 1725 1677 101Grp Volume(v), veh/h 266 0 0 139 0 0 14 0 463 33 0 369Grp Sat Flow(s),veh/h/ln 1646 0 0 1802 0 0 1810 0 1852 1725 0 1778Q Serve(g_s), s 3.2 0.0 0.0 0.0 0.0 0.0 0.3 0.0 8.7 0.7 0.0 6.6Cycle Q Clear(g_c), s 5.7 0.0 0.0 2.4 0.0 0.0 0.3 0.0 8.7 0.7 0.0 6.6Prop In Lane 0.37 0.11 0.19 0.08 1.00 0.06 1.00 0.06Lane Grp Cap(c), veh/h 491 0 0 509 0 0 33 0 607 67 0 620V/C Ratio(X) 0.54 0.00 0.00 0.27 0.00 0.00 0.43 0.00 0.76 0.50 0.00 0.60Avail Cap(c_a), veh/h 954 0 0 1006 0 0 467 0 2865 445 0 2751HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 13.9 0.0 0.0 12.7 0.0 0.0 18.8 0.0 11.7 18.3 0.0 10.4Incr Delay (d2), s/veh 0.9 0.0 0.0 0.3 0.0 0.0 3.3 0.0 1.5 2.1 0.0 0.7Initial 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 1.5 0.0 0.0 0.7 0.0 0.0 0.1 0.0 2.2 0.3 0.0 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 14.8 0.0 0.0 13.0 0.0 0.0 22.1 0.0 13.2 20.4 0.0 11.1LnGrp LOS B A A B A A C A B C A BApproach Vol, veh/h 266 139 477 402Approach Delay, s/veh 14.8 13.0 13.4 11.8Approach LOS B B B BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.5 18.7 14.6 4.7 19.5 14.6Change Period (Y+Rc), s 4.0 6.0 6.0 4.0 6.0 6.0Max Green Setting (Gmax), s 10.0 60.0 20.0 10.0 60.0 20.0Max Q Clear Time (g_c+I1), s 2.7 10.7 7.7 2.3 8.6 4.4Green Ext Time (p_c), s 0.0 2.0 1.0 0.0 1.6 0.5Intersection SummaryHCM 6th Ctrl Delay 13.2HCM 6th LOS BHCM 6th AWSC2: Jack Tone Rd & E Harney Ln01/12/2025Foothill and North County Landfills Study - Future PM Synchro 11 ReportW-TransPage 2IntersectionIntersection Delay, s/veh10.1Intersection LOS BMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 20 79 43 21 83 24 39 165 29 30 141 17Future Vol, veh/h 20 79 43 21 83 24 39 165 29 30 141 17Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Heavy Vehicles, % 8 0 3 0 2 6 0 5 13 0 6 0Mvmt Flow 20 79 43 21 83 24 39 165 29 30 141 17Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 1Approach EB WB NB SBOpposing Approach WB EB SB NBOpposing Lanes 2 2 2 2Conflicting Approach Left SB NB EB WBConflicting Lanes Left 2 2 2 2Conflicting Approach RightNB SB WB EBConflicting Lanes Right 2 2 2 2HCM Control Delay 9.5 9.6 10.5 10.3HCM LOS A A B B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2Vol Left, % 19% 0% 20% 0% 20% 0% 18% 0%Vol Thru, % 81% 0% 80% 0% 80% 0% 82% 0%Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%Sign Control Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 204 29 99 43 104 24 171 17LT Vol 39 0 20 0 21 0 30 0Through Vol 165 0 79 0 83 0 141 0RT Vol 0 29 0 43 0 24 0 17Lane Flow Rate 204 29 99 43 104 24 171 17Geometry Grp 5 5 5 5 5 5 5 5Degree of Util (X) 0.314 0.039 0.168 0.062 0.173 0.035 0.27 0.024Departure Headway (Hd) 5.641 4.924 6.094 5.15 5.977 5.204 5.677 4.985Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes YesCap 641 732 591 698 602 690 636 721Service Time 3.341 2.624 3.809 2.862 3.692 2.917 3.383 2.691HCM Lane V/C Ratio 0.318 0.04 0.168 0.062 0.173 0.035 0.269 0.024HCM Control Delay 10.9 7.8 10 8.2 9.9 8.1 10.5 7.8HCM Lane LOS B A A A A A B AHCM 95th-tile Q 1.3 0.1 0.6 0.2 0.6 0.1 1.1 0.1