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 AM Synchro 11 ReportW-TransPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 65 82 44 42 180 35 19 302 22 11 502 87Future Volume (veh/h) 65 82 44 42 180 35 19 302 22 11 502 87Initial 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 1826 1826 1900 1767 1841 1722 1900 1737 1559 1366 1781 1811Adj Flow Rate, veh/h 65 82 39 42 180 32 19 302 15 11 502 72Peak 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, %5509412011233686Cap, veh/h 200 180 71 135 268 44 43 677 34 19 614 88Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.02 0.41 0.41 0.01 0.40 0.40Sat Flow, veh/h 432 892 351 185 1331 219 1810 1641 81 1301 1524 219Grp Volume(v), veh/h 186 0 0 254 0 0 19 0 317 11 0 574Grp Sat Flow(s),veh/h/ln 1676 0 0 1735 0 0 1810 0 1722 1301 0 1742Q Serve(g_s), s 0.0 0.0 0.0 1.8 0.0 0.0 0.4 0.0 5.7 0.4 0.0 12.6Cycle Q Clear(g_c), s 4.0 0.0 0.0 5.8 0.0 0.0 0.4 0.0 5.7 0.4 0.0 12.6Prop In Lane 0.35 0.21 0.17 0.13 1.00 0.05 1.00 0.13Lane Grp Cap(c), veh/h 450 0 0 447 0 0 43 0 710 19 0 702V/C Ratio(X) 0.41 0.00 0.00 0.57 0.00 0.00 0.44 0.00 0.45 0.59 0.00 0.82Avail Cap(c_a), veh/h 836 0 0 887 0 0 421 0 2402 302 0 2429HCM 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 15.3 0.0 0.0 16.0 0.0 0.0 20.7 0.0 9.1 21.1 0.0 11.4Incr Delay (d2), s/veh 0.6 0.0 0.0 1.1 0.0 0.0 2.7 0.0 0.3 10.6 0.0 1.8Initial 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 1.2 0.0 0.0 1.8 0.0 0.0 0.2 0.0 1.2 0.1 0.0 3.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.9 0.0 0.0 17.1 0.0 0.0 23.4 0.0 9.4 31.6 0.0 13.2LnGrp LOS B A A B A A C A A C A BApproach Vol, veh/h 186 254 336 585Approach Delay, s/veh 15.9 17.1 10.2 13.6Approach LOS B B B BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.6 23.7 14.7 5.0 23.3 14.7Change 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 2.4 7.7 6.0 2.4 14.6 7.8Green Ext Time (p_c), s 0.0 1.3 0.7 0.0 2.7 0.9Intersection SummaryHCM 6th Ctrl Delay 13.7HCM 6th LOS BHCM 6th AWSC2: Jack Tone Rd & E Harney Ln01/12/2025Foothill and North County Landfills Study - Future AM Synchro 11 ReportW-TransPage 2IntersectionIntersection Delay, s/veh11.6Intersection LOS BMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 21 62 13 26 98 42 58 239 16 21 162 83Future Vol, veh/h 21 62 13 26 98 42 58 239 16 21 162 83Peak 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, % 13 15 15 4 10 12 0 8 13 18 7 0Mvmt Flow 21 62 13 26 98 42 58 239 16 21 162 83Number 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 10.4 10.5 13.4 10.7HCM LOS B B B B Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2Vol Left, % 20% 0% 25% 0% 21% 0% 11% 0%Vol Thru, % 80% 0% 75% 0% 79% 0% 89% 0%Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%Sign Control Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 297 16 83 13 124 42 183 83LT Vol 58 0 21 0 26 0 21 0Through Vol 239 0 62 0 98 0 162 0RT Vol 0 16 0 13 0 42 0 83Lane Flow Rate 297 16 83 13 124 42 183 83Geometry Grp 5 5 5 5 5 5 5 5Degree of Util (X) 0.477 0.023 0.156 0.021 0.222 0.067 0.311 0.119Departure Headway (Hd) 5.784 5.116 6.754 5.949 6.453 5.74 6.114 5.159Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes YesCap 624 700 531 601 557 624 589 695Service Time 3.514 2.846 4.497 3.692 4.192 3.479 3.846 2.89HCM Lane V/C Ratio 0.476 0.023 0.156 0.022 0.223 0.067 0.311 0.119HCM Control Delay 13.7 8 10.7 8.8 11 8.9 11.6 8.6HCM Lane LOS B A B A B A B AHCM 95th-tile Q 2.6 0.1 0.5 0.1 0.8 0.2 1.3 0.4