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2018CV01 - SUTHERLAND V. CITY OF FORT COLLINS, ET AL - 022D - AGENDA ITEM PART 4
HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park long background am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 5 5 30 5 80 10 1865 20 15 1115 10 Future Volume (veh/h) 15 5 5 30 5 80 10 1865 20 15 1115 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 17 6 0 34 6 16 11 2119 22 17 1267 10 Adj No. of Lanes 010110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 36 13 0 72 19 50 380 4130 43 188 4142 33 Arrive On Green 0.03 0.03 0.00 0.04 0.04 0.04 0.80 0.80 0.80 0.80 0.80 0.80 Sat Flow, veh/h 1328 469 0 1774 466 1242 431 5189 54 187 5204 41 Grp Volume(v), veh/h 23 0 0 34 0 22 11 1384 757 17 825 452 Grp Sat Flow(s),veh/h/ln 1796 0 0 1774 0 1707 431 1695 1853 187 1695 1855 Q Serve(g_s), s 1.4 0.0 0.0 2.1 0.0 1.4 0.8 15.5 15.5 3.8 7.2 7.2 Cycle Q Clear(g_c), s 1.4 0.0 0.0 2.1 0.0 1.4 8.0 15.5 15.5 19.3 7.2 7.2 Prop In Lane 0.74 0.00 1.00 0.73 1.00 0.03 1.00 0.02 Lane Grp Cap(c), veh/h 49 0 0 72 0 69 380 2698 1475 188 2698 1476 V/C Ratio(X) 0.47 0.00 0.00 0.47 0.00 0.32 0.03 0.51 0.51 0.09 0.31 0.31 Avail Cap(c_a), veh/h 163 0 0 161 0 155 380 2698 1475 188 2698 1476 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 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 Uniform Delay (d), s/veh 52.7 0.0 0.0 51.6 0.0 51.3 4.1 3.9 3.9 7.2 3.0 3.0 Incr Delay (d2), s/veh 6.7 0.0 0.0 4.8 0.0 2.6 0.1 0.7 1.3 1.0 0.3 0.5 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 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 1.1 0.0 0.7 0.1 7.4 8.3 0.2 3.4 3.9 LnGrp Delay(d),s/veh 59.4 0.0 0.0 56.4 0.0 53.9 4.3 4.6 5.2 8.2 3.3 3.6 LnGrp LOS E E D AAAAAA Approach Vol, veh/h 23 56 2152 1294 Approach Delay, s/veh 59.4 55.4 4.8 3.5 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 92.5 8.0 92.5 9.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 74.0 9.0 Max Q Clear Time (g_c+I1), s 17.5 3.4 21.3 4.1 Green Ext Time (p_c), s 30.3 0.0 29.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 5.5 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park long background am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4343 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 40 10 40 25 End Time (s) 10 25 10 40 Yield/Force Off (s) 4 19 4 34 Yield/Force Off 170(s) 104 19 104 16 Local Start Time (s) 30 0 30 15 Local Yield (s) 104 9 104 24 Local Yield 170(s) 94 9 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 10 (9%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park long background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 5 10 115 5 80 25 1960 30 45 2690 10 Future Volume (veh/h) 35 5 10 115 5 80 25 1960 30 45 2690 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 36 5 0 119 5 42 26 2021 30 46 2773 7 Adj No. of Lanes 010110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 59 8 0 160 16 134 105 3835 57 178 3891 10 Arrive On Green 0.04 0.04 0.00 0.09 0.09 0.09 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1567 218 0 1774 176 1482 99 5163 77 204 5237 13 Grp Volume(v), veh/h 41 0 0 119 0 47 26 1327 724 46 1794 986 Grp Sat Flow(s),veh/h/ln 1784 0 0 1774 0 1658 99 1695 1849 204 1695 1860 Q Serve(g_s), s 2.7 0.0 0.0 7.8 0.0 3.2 23.5 19.8 19.9 14.8 34.7 34.8 Cycle Q Clear(g_c), s 2.7 0.0 0.0 7.8 0.0 3.2 58.2 19.8 19.9 34.6 34.7 34.8 Prop In Lane 0.88 0.00 1.00 0.89 1.00 0.04 1.00 0.01 Lane Grp Cap(c), veh/h 67 0 0 160 0 150 105 2519 1374 178 2519 1382 V/C Ratio(X) 0.61 0.00 0.00 0.74 0.00 0.31 0.25 0.53 0.53 0.26 0.71 0.71 Avail Cap(c_a), veh/h 134 0 0 163 0 152 105 2519 1374 178 2519 1382 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 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 Uniform Delay (d), s/veh 56.9 0.0 0.0 53.2 0.0 51.1 24.4 6.5 6.5 13.8 8.4 8.4 Incr Delay (d2), s/veh 8.6 0.0 0.0 16.5 0.0 1.2 5.6 0.8 1.5 3.5 1.7 3.2 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 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 4.6 0.0 1.5 0.8 9.5 10.6 1.0 16.6 18.7 LnGrp Delay(d),s/veh 65.5 0.0 0.0 69.7 0.0 52.3 29.9 7.3 8.0 17.3 10.2 11.6 LnGrp LOS E E D C AABBB Approach Vol, veh/h 41 166 2077 2826 Approach Delay, s/veh 65.5 64.8 7.8 10.8 Approach LOS EEAB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 94.6 9.5 94.6 15.8 Change Period (Y+Rc), s 6.5 6.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 83.5 10.0 Max Q Clear Time (g_c+I1), s 60.2 4.7 36.8 9.8 Green Ext Time (p_c), s 22.1 0.0 42.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 11.8 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park long background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114.5 84.5 114.5 98.5 End Time (s) 84.5 98.5 84.5 114.5 Yield/Force Off (s) 78 92.5 78 108.5 Yield/Force Off 170(s) 68 92.5 68 90.5 Local Start Time (s) 36.5 6.5 36.5 20.5 Local Yield (s) 0 14.5 0 30.5 Local Yield 170(s) 110 14.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 78 (65%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 3: College (US 287) & Arthur long background am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 10 5 0 5 10 1885 5 5 1140 5 Future Vol, veh/h 5 0 10 5 0 5 10 1885 5 5 1140 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 0 11 6 0 6 11 2142 6 6 1295 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2190 3480 651 2698 3481 1074 1301 0 0 2148 0 0 Stage 1 1310 1310 - 2168 2168 - - - - - - - Stage 2 880 2170 - 530 1313 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 48 6 352 23 6 185 279 - - 105 - - Stage 1 121 227 - 29 85 - - - - - - - Stage 2 279 84 - 457 226 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 43 5 352 21 5 185 279 - - 105 - - Mov Cap-2 Maneuver 43 5 - 21 5 - - - - - - - Stage 1 116 214 - 28 82 - - - - - - - Stage 2 260 81 - 417 213 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 46.3 136 0.1 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 279 - - 104 38 105 - - HCM Lane V/C Ratio 0.041 - - 0.164 0.299 0.054 - - HCM Control Delay (s) 18.4 - - 46.3 136 41.2 - - HCM Lane LOS C - - E F E - - HCM 95th %tile Q(veh) 0.1 - - 0.6 1 0.2 - - Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 2: College (US 287) & Arthur long background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 30 5 0 5 10 2005 5 5 2805 5 Future Vol, veh/h 5 0 30 5 0 5 10 2005 5 5 2805 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 31 5 0 5 10 2067 5 5 2892 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3752 4998 1448 3257 4997 1036 2897 0 0 2072 0 0 Stage 1 2905 2905 - 2090 2090 - - - - - - - Stage 2 847 2093 - 1167 2907 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver ~ 5 1 103 10 1 196 43 - - 115 - - Stage 1 8 35 - 33 93 - - - - - - - Stage 2 293 92 - 185 35 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 4 1 103 6 1 196 43 - - 115 - - Mov Cap-2 Maneuver ~ 4 1 - 6 1 - - - - - - - Stage 1 6 33 - 25 71 - - - - - - - Stage 2 219 71 - 124 33 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 645.7 $ 615.3 0.6 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 43 - - 23 12 115 - - HCM Lane V/C Ratio 0.24 - - 1.569 0.859 0.045 - - HCM Control Delay (s) 113.3 - -$ 645.7$ 615.3 37.8 - - HCM Lane LOS F - - F F E - - HCM 95th %tile Q(veh) 0.8 - - 4.6 1.9 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z APPENDIX F Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Future Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 65 0 0 28 1 2 17 1860 19 17 1117 21 Adj No. of Lanes 010110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 99 0 0 57 19 37 416 4024 41 222 3985 75 Arrive On Green 0.06 0.00 0.00 0.03 0.03 0.03 0.78 0.78 0.78 0.78 0.78 0.78 Sat Flow, veh/h 1774 0 0 1774 574 1149 492 5190 53 241 5139 97 Grp Volume(v), veh/h 65 0 0 28 0 3 17 1215 664 17 737 401 Grp Sat Flow(s),veh/h/ln 1774 0 0 1774 0 1723 492 1695 1853 241 1695 1845 Q Serve(g_s), s 3.9 0.0 0.0 1.7 0.0 0.2 1.1 13.8 13.8 2.9 6.9 6.9 Cycle Q Clear(g_c), s 3.9 0.0 0.0 1.7 0.0 0.2 8.0 13.8 13.8 16.7 6.9 6.9 Prop In Lane 1.00 0.00 1.00 0.67 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 99 0 0 57 0 56 416 2629 1437 222 2629 1431 V/C Ratio(X) 0.65 0.00 0.00 0.49 0.00 0.05 0.04 0.46 0.46 0.08 0.28 0.28 Avail Cap(c_a), veh/h 161 0 0 161 0 157 416 2629 1437 222 2629 1431 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 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 Uniform Delay (d), s/veh 50.9 0.0 0.0 52.3 0.0 51.6 4.7 4.3 4.3 7.3 3.5 3.5 Incr Delay (d2), s/veh 7.1 0.0 0.0 6.3 0.0 0.4 0.2 0.6 1.1 0.7 0.3 0.5 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 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 0.9 0.0 0.1 0.2 6.6 7.4 0.2 3.3 3.6 LnGrp Delay(d),s/veh 58.0 0.0 0.0 58.7 0.0 52.0 4.9 4.9 5.4 7.9 3.8 4.0 LnGrp LOS E E D AAAAAA Approach Vol, veh/h 65 31 1896 1155 Approach Delay, s/veh 58.0 58.0 5.1 4.0 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 90.3 11.2 90.3 8.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 74.0 9.0 Max Q Clear Time (g_c+I1), s 15.8 5.9 18.7 3.7 Green Ext Time (p_c), s 24.1 0.0 23.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 6.3 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4343 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 40 10 40 25 End Time (s) 10 25 10 40 Yield/Force Off (s) 4 19 4 34 Yield/Force Off 170(s) 104 19 104 16 Local Start Time (s) 30 0 30 15 Local Yield (s) 104 9 104 24 Local Yield 170(s) 94 9 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 10 (9%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 89 28 78 17 1880 17 1139 v/c Ratio 0.44 0.21 0.42 0.06 0.50 0.14 0.30 Control Delay 17.3 51.2 20.5 5.8 6.9 8.9 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.3 51.2 20.5 5.8 6.9 8.9 5.4 Queue Length 50th (ft) 0 19 5 3 182 3 88 Queue Length 95th (ft) 46 47 48 11 251 14 127 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 237 160 213 303 3784 121 3780 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.38 0.17 0.37 0.06 0.50 0.14 0.30 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Future Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 81 0 0 105 3 19 59 1778 28 40 2440 90 Adj No. of Lanes 010110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 116 0 0 146 19 118 118 3727 59 209 3639 133 Arrive On Green 0.07 0.00 0.00 0.08 0.08 0.08 0.72 0.72 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1774 0 0 1774 227 1438 127 5157 81 259 5035 185 Grp Volume(v), veh/h 81 0 0 105 0 22 59 1169 637 40 1638 892 Grp Sat Flow(s),veh/h/ln 1774 0 0 1774 0 1665 127 1695 1848 259 1695 1829 Q Serve(g_s), s 5.4 0.0 0.0 6.9 0.0 1.5 55.1 17.5 17.5 9.3 31.1 31.7 Cycle Q Clear(g_c), s 5.4 0.0 0.0 6.9 0.0 1.5 86.7 17.5 17.5 26.8 31.1 31.7 Prop In Lane 1.00 0.00 1.00 0.86 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 116 0 0 146 0 137 118 2450 1336 209 2450 1322 V/C Ratio(X) 0.70 0.00 0.00 0.72 0.00 0.16 0.50 0.48 0.48 0.19 0.67 0.67 Avail Cap(c_a), veh/h 133 0 0 163 0 153 118 2450 1336 209 2450 1322 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 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 Uniform Delay (d), s/veh 54.9 0.0 0.0 53.7 0.0 51.2 32.8 7.0 7.0 12.7 8.9 9.0 Incr Delay (d2), s/veh 12.5 0.0 0.0 12.7 0.0 0.5 14.3 0.7 1.2 2.0 1.5 2.8 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 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.0 3.9 0.0 0.7 2.4 8.3 9.3 0.8 14.8 16.9 LnGrp Delay(d),s/veh 67.4 0.0 0.0 66.4 0.0 51.7 47.1 7.7 8.3 14.7 10.4 11.8 LnGrp LOS E E D D AABBB Approach Vol, veh/h 81 127 1865 2570 Approach Delay, s/veh 67.4 63.8 9.1 10.9 Approach LOS EEAB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 92.2 12.9 92.2 14.9 Change Period (Y+Rc), s 6.5 6.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 83.5 10.0 Max Q Clear Time (g_c+I1), s 88.7 7.4 33.7 8.9 Green Ext Time (p_c), s 0.0 0.0 43.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114.5 84.5 114.5 98.5 End Time (s) 84.5 98.5 84.5 114.5 Yield/Force Off (s) 78 92.5 78 108.5 Yield/Force Off 170(s) 68 92.5 68 90.5 Local Start Time (s) 36.5 6.5 36.5 20.5 Local Yield (s) 0 14.5 0 30.5 Local Yield 170(s) 110 14.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 78 (65%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 109 105 75 59 1807 40 2533 v/c Ratio 0.57 0.66 0.38 1.02 0.52 0.33 0.73 Control Delay 28.6 72.2 24.9 151.6 8.5 15.7 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 72.2 24.9 151.6 8.5 15.7 11.8 Queue Length 50th (ft) 17 79 14 ~47 213 11 393 Queue Length 95th (ft) 75 #155 62 #95 246 37 446 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 208 167 205 58 3506 121 3491 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.52 0.63 0.37 1.02 0.52 0.33 0.73 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park eb lt short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Future Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1788 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 65 0 0 28 1 2 17 1860 19 17 1117 21 Adj No. of Lanes 110110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 98 107 0 57 19 37 416 4018 41 222 3978 75 Arrive On Green 0.06 0.00 0.00 0.03 0.03 0.03 0.77 0.77 0.77 0.77 0.77 0.77 Sat Flow, veh/h 1703 1863 0 1774 574 1149 492 5190 53 241 5139 97 Grp Volume(v), veh/h 65 0 0 28 0 3 17 1215 664 17 737 401 Grp Sat Flow(s),veh/h/ln 1703 1863 0 1774 0 1723 492 1695 1853 241 1695 1845 Q Serve(g_s), s 4.1 0.0 0.0 1.7 0.0 0.2 1.1 13.9 13.9 2.9 6.9 6.9 Cycle Q Clear(g_c), s 4.1 0.0 0.0 1.7 0.0 0.2 8.0 13.9 13.9 16.8 6.9 6.9 Prop In Lane 1.00 0.00 1.00 0.67 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 98 107 0 57 0 56 416 2624 1435 222 2624 1428 V/C Ratio(X) 0.67 0.00 0.00 0.49 0.00 0.05 0.04 0.46 0.46 0.08 0.28 0.28 Avail Cap(c_a), veh/h 155 169 0 161 0 157 416 2624 1435 222 2624 1428 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 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 Uniform Delay (d), s/veh 50.8 0.0 0.0 52.3 0.0 51.6 4.7 4.4 4.4 7.3 3.6 3.6 Incr Delay (d2), s/veh 7.6 0.0 0.0 6.3 0.0 0.4 0.2 0.6 1.1 0.7 0.3 0.5 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 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 0.9 0.0 0.1 0.2 6.6 7.4 0.2 3.3 3.7 LnGrp Delay(d),s/veh 58.4 0.0 0.0 58.7 0.0 52.0 4.9 5.0 5.5 8.0 3.9 4.1 LnGrp LOS E E D AAAAAA Approach Vol, veh/h 65 31 1896 1155 Approach Delay, s/veh 58.4 58.0 5.1 4.0 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 90.1 11.3 90.1 8.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 74.0 9.0 Max Q Clear Time (g_c+I1), s 15.9 6.1 18.8 3.7 Green Ext Time (p_c), s 24.1 0.0 23.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 6.3 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park eb lt short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4343 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 40 10 40 25 End Time (s) 10 25 10 40 Yield/Force Off (s) 4 19 4 34 Yield/Force Off 170(s) 104 19 104 16 Local Start Time (s) 30 0 30 15 Local Yield (s) 104 9 104 24 Local Yield 170(s) 94 9 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 10 (9%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park eb lt short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 65 24 28 78 17 1880 17 1139 v/c Ratio 0.51 0.08 0.21 0.42 0.06 0.51 0.15 0.31 Control Delay 62.0 0.5 51.2 20.5 6.2 7.7 9.5 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.0 0.5 51.2 20.5 6.2 7.7 9.5 5.9 Queue Length 50th (ft) 44 0 19 5 3 209 4 101 Queue Length 95th (ft) 88 0 47 48 11 251 14 127 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 50 275 90 75 Base Capacity (vph) 139 314 160 213 295 3713 117 3708 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.47 0.08 0.17 0.37 0.06 0.51 0.15 0.31 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park eb lt short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Future Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1788 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 81 0 0 105 3 19 59 1778 28 40 2440 90 Adj No. of Lanes 110110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 115 125 0 146 19 118 118 3719 59 209 3631 133 Arrive On Green 0.07 0.00 0.00 0.08 0.08 0.08 0.72 0.72 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1703 1863 0 1774 227 1438 127 5157 81 259 5035 185 Grp Volume(v), veh/h 81 0 0 105 0 22 59 1169 637 40 1638 892 Grp Sat Flow(s),veh/h/ln 1703 1863 0 1774 0 1665 127 1695 1848 259 1695 1829 Q Serve(g_s), s 5.6 0.0 0.0 6.9 0.0 1.5 54.7 17.6 17.6 9.3 31.3 31.9 Cycle Q Clear(g_c), s 5.6 0.0 0.0 6.9 0.0 1.5 86.5 17.6 17.6 26.9 31.3 31.9 Prop In Lane 1.00 0.00 1.00 0.86 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 115 125 0 146 0 137 118 2444 1333 209 2444 1319 V/C Ratio(X) 0.71 0.00 0.00 0.72 0.00 0.16 0.50 0.48 0.48 0.19 0.67 0.68 Avail Cap(c_a), veh/h 128 140 0 163 0 153 118 2444 1333 209 2444 1319 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 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 Uniform Delay (d), s/veh 54.8 0.0 0.0 53.7 0.0 51.2 33.2 7.1 7.1 12.9 9.0 9.1 Incr Delay (d2), s/veh 14.5 0.0 0.0 12.7 0.0 0.5 14.4 0.7 1.2 2.0 1.5 2.8 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 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 3.9 0.0 0.7 2.4 8.3 9.3 0.8 14.8 16.9 LnGrp Delay(d),s/veh 69.3 0.0 0.0 66.4 0.0 51.7 47.7 7.8 8.4 14.9 10.5 11.9 LnGrp LOS E E D D AABBB Approach Vol, veh/h 81 127 1865 2570 Approach Delay, s/veh 69.3 63.8 9.3 11.1 Approach LOS EEAB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 92.0 13.1 92.0 14.9 Change Period (Y+Rc), s 6.5 6.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 83.5 10.0 Max Q Clear Time (g_c+I1), s 88.5 7.6 33.9 8.9 Green Ext Time (p_c), s 0.0 0.0 42.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park eb lt short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114.5 84.5 114.5 98.5 End Time (s) 84.5 98.5 84.5 114.5 Yield/Force Off (s) 78 92.5 78 108.5 Yield/Force Off 170(s) 68 92.5 68 90.5 Local Start Time (s) 36.5 6.5 36.5 20.5 Local Yield (s) 0 14.5 0 30.5 Local Yield 170(s) 110 14.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 78 (65%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park eb lt short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 81 28 105 75 59 1807 40 2533 v/c Ratio 0.72 0.14 0.67 0.38 1.04 0.52 0.34 0.73 Control Delay 86.8 1.6 74.4 25.2 154.1 8.8 16.3 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.8 1.6 74.4 25.2 154.1 8.8 16.3 12.2 Queue Length 50th (ft) 62 0 80 14 ~47 213 11 393 Queue Length 95th (ft) #143 0 #155 62 #95 246 37 446 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 50 275 90 75 Base Capacity (vph) 115 195 162 201 57 3476 118 3461 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.70 0.14 0.65 0.37 1.04 0.52 0.34 0.73 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park NB Arrow short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Future Volume (veh/h) 57 0 21 25 1 68 15 1637 18 15 983 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 65 0 0 28 1 2 17 1860 19 17 1117 21 Adj No. of Lanes 010110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 99 0 0 57 19 37 421 4024 41 222 3675 69 Arrive On Green 0.06 0.00 0.00 0.03 0.03 0.03 0.02 0.78 0.78 0.72 0.72 0.72 Sat Flow, veh/h 1774 0 0 1774 574 1149 1774 5190 53 241 5139 97 Grp Volume(v), veh/h 65 0 0 28 0 3 17 1215 664 17 737 401 Grp Sat Flow(s),veh/h/ln 1774 0 0 1774 0 1723 1774 1695 1853 241 1695 1845 Q Serve(g_s), s 3.9 0.0 0.0 1.7 0.0 0.2 0.3 13.8 13.8 2.9 8.7 8.7 Cycle Q Clear(g_c), s 3.9 0.0 0.0 1.7 0.0 0.2 0.3 13.8 13.8 10.1 8.7 8.7 Prop In Lane 1.00 0.00 1.00 0.67 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 99 0 0 57 0 56 421 2629 1437 222 2425 1320 V/C Ratio(X) 0.65 0.00 0.00 0.49 0.00 0.05 0.04 0.46 0.46 0.08 0.30 0.30 Avail Cap(c_a), veh/h 161 0 0 161 0 157 492 2629 1437 222 2425 1320 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 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 Uniform Delay (d), s/veh 50.9 0.0 0.0 52.3 0.0 51.6 3.8 4.3 4.3 7.3 5.7 5.7 Incr Delay (d2), s/veh 7.1 0.0 0.0 6.3 0.0 0.4 0.0 0.6 1.1 0.7 0.3 0.6 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 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 0.9 0.0 0.1 0.1 6.6 7.4 0.2 4.1 4.6 LnGrp Delay(d),s/veh 58.0 0.0 0.0 58.7 0.0 52.0 3.9 4.9 5.4 7.9 6.0 6.3 LnGrp LOS E E D AAAAAA Approach Vol, veh/h 65 31 1896 1155 Approach Delay, s/veh 58.0 58.0 5.1 6.1 Approach LOS EEAA Timer 12345678 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 90.3 11.2 6.6 83.7 8.6 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 6.0 63.0 9.0 Max Q Clear Time (g_c+I1), s 15.8 5.9 2.3 12.1 3.7 Green Ext Time (p_c), s 23.5 0.0 0.0 22.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 7.1 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park NB Arrow short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Phase Number 24568 Movement NBTL EBTL NBL SBTL WBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None Max None Maximum Split (s) 80 15 11 69 15 Maximum Split (%) 72.7% 13.6% 10.0% 62.7% 13.6% Minimum Split (s) 23.5 10 11 23.5 31 Yellow Time (s) 43343 All-Red Time (s) 23223 Minimum Initial (s) 10 4 4 10 4 Vehicle Extension (s) 33333 Minimum Gap (s) 33333 Time Before Reduce (s) 00000 Time To Reduce (s) 00000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 30 0 30 41 15 End Time (s) 0 15 41 0 30 Yield/Force Off (s) 104 9 36 104 24 Yield/Force Off 170(s) 94 9 36 94 6 Local Start Time (s) 30 0 30 41 15 Local Yield (s) 104 9 36 104 24 Local Yield 170(s) 94 9 36 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park NB Arrow short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 89 28 78 17 1880 17 1139 v/c Ratio 0.38 0.20 0.40 0.05 0.49 0.13 0.32 Control Delay 6.6 49.8 18.2 4.9 6.7 12.1 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 49.8 18.2 4.9 6.7 12.1 7.7 Queue Length 50th (ft) 0 19 3 3 182 3 88 Queue Length 95th (ft) 12 46 45 10 251 19 176 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 283 167 223 362 3800 129 3600 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.31 0.17 0.35 0.05 0.49 0.13 0.32 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park NB Arrow short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Future Volume (veh/h) 79 0 27 102 3 70 57 1725 28 39 2367 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 81 0 0 105 3 19 59 1778 28 40 2440 90 Adj No. of Lanes 010110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 116 0 0 146 19 118 166 3727 59 209 3285 120 Arrive On Green 0.07 0.00 0.00 0.08 0.08 0.08 0.04 0.72 0.72 0.65 0.65 0.65 Sat Flow, veh/h 1774 0 0 1774 227 1438 1774 5157 81 259 5035 185 Grp Volume(v), veh/h 81 0 0 105 0 22 59 1169 637 40 1638 892 Grp Sat Flow(s),veh/h/ln 1774 0 0 1774 0 1665 1774 1695 1848 259 1695 1829 Q Serve(g_s), s 5.4 0.0 0.0 6.9 0.0 1.5 1.2 17.5 17.5 9.3 39.0 39.7 Cycle Q Clear(g_c), s 5.4 0.0 0.0 6.9 0.0 1.5 1.2 17.5 17.5 18.3 39.0 39.7 Prop In Lane 1.00 0.00 1.00 0.86 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 116 0 0 146 0 137 166 2450 1336 209 2212 1194 V/C Ratio(X) 0.70 0.00 0.00 0.72 0.00 0.16 0.35 0.48 0.48 0.19 0.74 0.75 Avail Cap(c_a), veh/h 133 0 0 163 0 153 204 2450 1336 209 2212 1194 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 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 Uniform Delay (d), s/veh 54.9 0.0 0.0 53.7 0.0 51.2 18.9 7.0 7.0 12.7 14.0 14.2 Incr Delay (d2), s/veh 12.5 0.0 0.0 12.7 0.0 0.5 1.3 0.7 1.2 2.0 2.3 4.3 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 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.0 3.9 0.0 0.7 1.3 8.3 9.3 0.8 18.7 21.3 LnGrp Delay(d),s/veh 67.4 0.0 0.0 66.4 0.0 51.7 20.2 7.7 8.3 14.7 16.3 18.5 LnGrp LOS E E D C AABBB Approach Vol, veh/h 81 127 1865 2570 Approach Delay, s/veh 67.4 63.8 8.3 17.0 Approach LOS EEAB Timer 12345678 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 92.2 12.9 8.4 83.8 14.9 Change Period (Y+Rc), s 6.5 6.0 5.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 6.0 72.5 10.0 Max Q Clear Time (g_c+I1), s 19.5 7.4 3.2 41.7 8.9 Green Ext Time (p_c), s 47.7 0.0 0.0 26.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 15.7 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park NB Arrow short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Phase Number 24568 Movement NBTL EBTL NBL SBTL WBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None Max None Maximum Split (s) 90 14 11 79 16 Maximum Split (%) 75.0% 11.7% 9.2% 65.8% 13.3% Minimum Split (s) 23.5 10 11 23.5 31 Yellow Time (s) 4.5 3 3 4.5 3 All-Red Time (s) 23223 Minimum Initial (s) 10 4 4 10 4 Vehicle Extension (s) 33333 Minimum Gap (s) 33333 Time Before Reduce (s) 00000 Time To Reduce (s) 00000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 36.5 6.5 36.5 47.5 20.5 End Time (s) 6.5 20.5 47.5 6.5 36.5 Yield/Force Off (s) 0 14.5 42.5 0 30.5 Yield/Force Off 170(s) 110 14.5 42.5 110 12.5 Local Start Time (s) 36.5 6.5 36.5 47.5 20.5 Local Yield (s) 0 14.5 42.5 0 30.5 Local Yield 170(s) 110 14.5 42.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park NB Arrow short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 109 105 75 59 1807 40 2533 v/c Ratio 0.48 0.61 0.36 0.39 0.52 0.33 0.81 Control Delay 12.8 67.8 23.5 16.6 8.5 20.6 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 67.8 23.5 16.6 8.5 20.6 19.6 Queue Length 50th (ft) 0 78 13 12 213 14 541 Queue Length 95th (ft) 38 #155 61 41 246 45 614 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 251 177 216 154 3506 122 3132 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.43 0.59 0.35 0.38 0.52 0.33 0.81 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 3: College (US 287) & Arthur short total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 14 0 0 0 11 1669 1 0 1026 3 Future Vol, veh/h 1 0 14 0 0 0 11 1669 1 0 1026 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 16 0 0 0 13 1897 1 0 1166 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1952 3091 585 2388 3091 949 1169 0 0 1898 0 0 Stage 1 1168 1168 - 1922 1922 - - - - - - - Stage 2 784 1923 - 466 1169 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 68 12 389 36 12 224 324 - - 141 - - Stage 1 152 266 - 44 113 - - - - - - - Stage 2 320 113 - 499 265 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 66 12 389 33 12 224 324 - - 141 - - Mov Cap-2 Maneuver 66 12 - 33 12 - - - - - - - Stage 1 146 266 - 42 108 - - - - - - - Stage 2 307 108 - 479 265 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18 0 0.1 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 324 - - 293 - 141 - - HCM Lane V/C Ratio 0.039 - - 0.058 ---- HCM Control Delay (s) 16.6 - - 18 0 0 - - HCM Lane LOS C - - C A A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 - 0 - - Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 2: College (US 287) & Arthur short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 34 0 0 1 14 1808 1 1 2489 6 Future Vol, veh/h 1 0 34 0 0 1 14 1808 1 1 2489 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 35 0 0 1 14 1864 1 1 2566 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3345 4465 1286 2921 4467 932 2572 0 0 1865 0 0 Stage 1 2571 2571 - 1893 1893 - - - - - - - Stage 2 774 1894 - 1028 2574 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 9 1 133 16 1 230 64 - - 146 - - Stage 1 15 52 - 46 117 - - - - - - - Stage 2 324 117 - 226 52 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 7 1 133 10 1 230 64 - - 146 - - Mov Cap-2 Maneuver 7 1 - 10 1 - - - - - - - Stage 1 12 52 - 36 91 - - - - - - - Stage 2 252 91 - 165 52 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 71.8 20.7 0.6 0 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 64 - - 88 230 146 - - HCM Lane V/C Ratio 0.226 - - 0.41 0.004 0.007 - - HCM Control Delay (s) 76.9 - - 71.8 20.7 29.8 - - HCM Lane LOS F - - F C D - - HCM 95th %tile Q(veh) 0.8 - - 1.7 0 0 - - Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z APPENDIX G Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Future Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 68 6 0 34 6 16 17 2119 22 17 1267 22 Adj No. of Lanes 010110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 102 9 0 72 19 50 357 3950 41 177 3918 68 Arrive On Green 0.06 0.06 0.00 0.04 0.04 0.04 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1637 144 0 1774 466 1242 426 5189 54 187 5148 89 Grp Volume(v), veh/h 74 0 0 34 0 22 17 1384 757 17 834 455 Grp Sat Flow(s),veh/h/ln 1781 0 0 1774 0 1707 426 1695 1853 187 1695 1847 Q Serve(g_s), s 4.5 0.0 0.0 2.1 0.0 1.4 1.4 18.1 18.2 4.5 8.6 8.6 Cycle Q Clear(g_c), s 4.5 0.0 0.0 2.1 0.0 1.4 10.0 18.1 18.2 22.6 8.6 8.6 Prop In Lane 0.92 0.00 1.00 0.73 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 111 0 0 72 0 69 357 2580 1410 177 2580 1406 V/C Ratio(X) 0.67 0.00 0.00 0.47 0.00 0.32 0.05 0.54 0.54 0.10 0.32 0.32 Avail Cap(c_a), veh/h 162 0 0 161 0 155 357 2580 1410 177 2580 1406 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 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 Uniform Delay (d), s/veh 50.5 0.0 0.0 51.6 0.0 51.3 5.8 5.3 5.3 9.9 4.2 4.2 Incr Delay (d2), s/veh 6.8 0.0 0.0 4.8 0.0 2.6 0.3 0.8 1.5 1.1 0.3 0.6 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 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.0 1.1 0.0 0.7 0.2 8.6 9.6 0.3 4.1 4.5 LnGrp Delay(d),s/veh 57.3 0.0 0.0 56.4 0.0 53.9 6.0 6.1 6.8 11.0 4.5 4.8 LnGrp LOS E E D AAABAA Approach Vol, veh/h 74 56 2158 1306 Approach Delay, s/veh 57.3 55.4 6.3 4.7 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 88.7 11.8 88.7 9.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 74.0 9.0 Max Q Clear Time (g_c+I1), s 20.2 6.5 24.6 4.1 Green Ext Time (p_c), s 30.0 0.0 28.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 7.5 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4343 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 40 10 40 25 End Time (s) 10 25 10 40 Yield/Force Off (s) 4 19 4 34 Yield/Force Off 170(s) 104 19 104 16 Local Start Time (s) 30 0 30 15 Local Yield (s) 104 9 104 24 Local Yield 170(s) 94 9 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 10 (9%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 97 34 97 17 2142 17 1290 v/c Ratio 0.61 0.25 0.53 0.08 0.62 0.24 0.38 Control Delay 59.5 51.6 32.8 6.8 10.1 16.2 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.5 51.6 32.8 6.8 10.1 16.2 7.3 Queue Length 50th (ft) 59 23 26 4 270 4 124 Queue Length 95th (ft) 112 53 76 12 310 19 149 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 167 160 203 224 3431 72 3427 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.58 0.21 0.48 0.08 0.62 0.24 0.38 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Future Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 82 5 0 119 5 42 57 2021 30 46 2773 90 Adj No. of Lanes 010110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 116 7 0 160 16 134 92 3672 54 167 3600 116 Arrive On Green 0.07 0.07 0.00 0.09 0.09 0.09 0.71 0.71 0.71 0.71 0.71 0.71 Sat Flow, veh/h 1677 102 0 1774 176 1482 91 5163 77 204 5061 163 Grp Volume(v), veh/h 87 0 0 119 0 47 57 1327 724 46 1849 1014 Grp Sat Flow(s),veh/h/ln 1779 0 0 1774 0 1658 91 1695 1849 204 1695 1833 Q Serve(g_s), s 5.7 0.0 0.0 7.8 0.0 3.2 42.4 22.3 22.3 16.6 41.5 42.9 Cycle Q Clear(g_c), s 5.7 0.0 0.0 7.8 0.0 3.2 85.4 22.3 22.3 38.9 41.5 42.9 Prop In Lane 0.94 0.00 1.00 0.89 1.00 0.04 1.00 0.09 Lane Grp Cap(c), veh/h 123 0 0 160 0 150 92 2411 1315 167 2411 1304 V/C Ratio(X) 0.71 0.00 0.00 0.74 0.00 0.31 0.62 0.55 0.55 0.28 0.77 0.78 Avail Cap(c_a), veh/h 133 0 0 163 0 152 92 2411 1315 167 2411 1304 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 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 Uniform Delay (d), s/veh 54.6 0.0 0.0 53.2 0.0 51.1 48.1 8.2 8.2 17.5 11.0 11.2 Incr Delay (d2), s/veh 14.3 0.0 0.0 16.5 0.0 1.2 27.4 0.9 1.7 4.0 2.4 4.6 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 %ile BackOfQ(50%),veh/ln 3.3 0.0 0.0 4.6 0.0 1.5 2.6 10.6 11.9 1.1 20.1 23.1 LnGrp Delay(d),s/veh 69.0 0.0 0.0 69.7 0.0 52.3 75.4 9.1 9.9 21.5 13.4 15.8 LnGrp LOS E E D E A A C B B Approach Vol, veh/h 87 166 2108 2909 Approach Delay, s/veh 69.0 64.8 11.2 14.4 Approach LOS EEBB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 90.9 13.3 90.9 15.8 Change Period (Y+Rc), s 6.5 6.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 83.5 10.0 Max Q Clear Time (g_c+I1), s 87.4 7.7 44.9 9.8 Green Ext Time (p_c), s 0.0 0.0 36.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114.5 84.5 114.5 98.5 End Time (s) 84.5 98.5 84.5 114.5 Yield/Force Off (s) 78 92.5 78 108.5 Yield/Force Off 170(s) 68 92.5 68 90.5 Local Start Time (s) 36.5 6.5 36.5 20.5 Local Yield (s) 0 14.5 0 30.5 Local Yield 170(s) 110 14.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 78 (65%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 113 119 87 57 2052 46 2866 v/c Ratio 0.81 0.75 0.47 1.00 0.59 0.55 0.83 Control Delay 89.0 81.4 37.6 145.3 9.8 37.8 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.0 81.4 37.6 145.3 9.8 37.8 15.3 Queue Length 50th (ft) 80 91 33 38 264 15 519 Queue Length 95th (ft) #185 #184 86 #91 302 #87 589 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 139 162 189 57 3463 84 3452 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.81 0.73 0.46 1.00 0.59 0.55 0.83 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park EB LT long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Future Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1788 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 68 6 0 34 6 16 17 2119 22 17 1267 22 Adj No. of Lanes 110110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 103 113 0 72 19 50 358 3957 41 177 3925 68 Arrive On Green 0.06 0.06 0.00 0.04 0.04 0.04 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1703 1863 0 1774 466 1242 426 5189 54 187 5148 89 Grp Volume(v), veh/h 68 6 0 34 0 22 17 1384 757 17 834 455 Grp Sat Flow(s),veh/h/ln 1703 1863 0 1774 0 1707 426 1695 1853 187 1695 1847 Q Serve(g_s), s 4.3 0.3 0.0 2.1 0.0 1.4 1.4 18.0 18.0 4.4 8.5 8.5 Cycle Q Clear(g_c), s 4.3 0.3 0.0 2.1 0.0 1.4 10.0 18.0 18.0 22.5 8.5 8.5 Prop In Lane 1.00 0.00 1.00 0.73 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 103 113 0 72 0 69 358 2585 1413 177 2585 1408 V/C Ratio(X) 0.66 0.05 0.00 0.47 0.00 0.32 0.05 0.54 0.54 0.10 0.32 0.32 Avail Cap(c_a), veh/h 155 169 0 161 0 155 358 2585 1413 177 2585 1408 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 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 48.7 0.0 51.6 0.0 51.3 5.7 5.2 5.2 9.8 4.1 4.1 Incr Delay (d2), s/veh 6.9 0.2 0.0 4.8 0.0 2.6 0.3 0.8 1.5 1.1 0.3 0.6 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 %ile BackOfQ(50%),veh/ln 2.2 0.2 0.0 1.1 0.0 0.7 0.2 8.6 9.6 0.3 4.1 4.5 LnGrp Delay(d),s/veh 57.5 48.9 0.0 56.4 0.0 53.9 5.9 6.0 6.7 10.8 4.4 4.7 LnGrp LOS E D E D AAABAA Approach Vol, veh/h 74 56 2158 1306 Approach Delay, s/veh 56.8 55.4 6.3 4.6 Approach LOS EEAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 88.9 11.7 88.9 9.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 74.0 9.0 Max Q Clear Time (g_c+I1), s 20.0 6.3 24.5 4.1 Green Ext Time (p_c), s 30.0 0.0 28.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 7.5 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park EB LT long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4343 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 0 30 15 End Time (s) 0 15 0 30 Yield/Force Off (s) 104 9 104 24 Yield/Force Off 170(s) 94 9 94 6 Local Start Time (s) 30 0 30 15 Local Yield (s) 104 9 104 24 Local Yield 170(s) 94 9 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park EB LT long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 68 29 34 97 17 2142 17 1290 v/c Ratio 0.53 0.18 0.25 0.53 0.07 0.60 0.22 0.36 Control Delay 63.0 24.4 51.6 32.8 6.7 9.2 15.0 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.0 24.4 51.6 32.8 6.7 9.2 15.0 6.7 Queue Length 50th (ft) 46 4 23 26 4 270 4 124 Queue Length 95th (ft) 91 32 53 76 12 310 18 149 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 50 275 90 75 Base Capacity (vph) 139 168 160 203 233 3546 76 3542 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.49 0.17 0.21 0.48 0.07 0.60 0.22 0.36 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park EB LT long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Future Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1788 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 82 5 0 119 5 42 57 2021 30 46 2773 90 Adj No. of Lanes 110110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 117 128 0 160 16 134 92 3675 55 167 3603 116 Arrive On Green 0.07 0.07 0.00 0.09 0.09 0.09 0.71 0.71 0.71 0.71 0.71 0.71 Sat Flow, veh/h 1703 1863 0 1774 176 1482 91 5163 77 204 5061 163 Grp Volume(v), veh/h 82 5 0 119 0 47 57 1327 724 46 1849 1014 Grp Sat Flow(s),veh/h/ln 1703 1863 0 1774 0 1658 91 1695 1849 204 1695 1833 Q Serve(g_s), s 5.7 0.3 0.0 7.8 0.0 3.2 42.6 22.2 22.3 16.6 41.4 42.8 Cycle Q Clear(g_c), s 5.7 0.3 0.0 7.8 0.0 3.2 85.4 22.2 22.3 38.8 41.4 42.8 Prop In Lane 1.00 0.00 1.00 0.89 1.00 0.04 1.00 0.09 Lane Grp Cap(c), veh/h 117 128 0 160 0 150 92 2414 1316 167 2414 1305 V/C Ratio(X) 0.70 0.04 0.00 0.74 0.00 0.31 0.62 0.55 0.55 0.27 0.77 0.78 Avail Cap(c_a), veh/h 128 140 0 163 0 152 92 2414 1316 167 2414 1305 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 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 52.2 0.0 53.2 0.0 51.1 47.9 8.2 8.2 17.4 10.9 11.1 Incr Delay (d2), s/veh 14.3 0.1 0.0 16.5 0.0 1.2 27.3 0.9 1.7 4.0 2.4 4.6 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 %ile BackOfQ(50%),veh/ln 3.1 0.2 0.0 4.6 0.0 1.5 2.6 10.6 11.9 1.1 19.8 23.1 LnGrp Delay(d),s/veh 69.0 52.3 0.0 69.7 0.0 52.3 75.2 9.1 9.8 21.4 13.3 15.7 LnGrp LOS E D E D E A A C B B Approach Vol, veh/h 87 166 2108 2909 Approach Delay, s/veh 68.0 64.8 11.1 14.3 Approach LOS EEBB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 90.9 13.2 90.9 15.8 Change Period (Y+Rc), s 6.5 6.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 83.5 10.0 Max Q Clear Time (g_c+I1), s 87.4 7.7 44.8 9.8 Green Ext Time (p_c), s 0.0 0.0 36.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 15.5 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park EB LT long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Phase Number 2468 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 31 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 2323 Minimum Initial (s) 10 4 10 4 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114.5 84.5 114.5 98.5 End Time (s) 84.5 98.5 84.5 114.5 Yield/Force Off (s) 78 92.5 78 108.5 Yield/Force Off 170(s) 68 92.5 68 90.5 Local Start Time (s) 36.5 6.5 36.5 20.5 Local Yield (s) 0 14.5 0 30.5 Local Yield 170(s) 110 14.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 78 (65%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park EB LT long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 82 31 119 87 57 2052 46 2866 v/c Ratio 0.73 0.22 0.75 0.47 1.00 0.59 0.55 0.83 Control Delay 87.9 27.1 81.4 37.0 145.3 9.7 37.6 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.9 27.1 81.4 37.0 145.3 9.7 37.6 15.3 Queue Length 50th (ft) 63 4 91 32 38 264 15 519 Queue Length 95th (ft) #146 36 #184 86 #91 302 #87 589 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 50 275 90 75 Base Capacity (vph) 115 142 162 190 57 3468 84 3457 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.71 0.22 0.73 0.46 1.00 0.59 0.55 0.83 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park NB Arrow long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Future Volume (veh/h) 60 5 20 30 5 80 15 1865 20 15 1115 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 68 6 0 34 6 16 17 2119 22 17 1267 22 Adj No. of Lanes 010110130130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 102 9 0 72 19 50 365 3950 41 177 3608 63 Arrive On Green 0.06 0.06 0.00 0.04 0.04 0.04 0.02 0.76 0.76 0.70 0.70 0.70 Sat Flow, veh/h 1637 144 0 1774 466 1242 1774 5189 54 187 5147 89 Grp Volume(v), veh/h 74 0 0 34 0 22 17 1384 757 17 834 455 Grp Sat Flow(s),veh/h/ln 1781 0 0 1774 0 1707 1774 1695 1853 187 1695 1847 Q Serve(g_s), s 4.5 0.0 0.0 2.1 0.0 1.4 0.3 18.1 18.2 4.5 10.7 10.7 Cycle Q Clear(g_c), s 4.5 0.0 0.0 2.1 0.0 1.4 0.3 18.1 18.2 16.0 10.7 10.7 Prop In Lane 0.92 0.00 1.00 0.73 1.00 0.03 1.00 0.05 Lane Grp Cap(c), veh/h 111 0 0 72 0 69 365 2580 1410 177 2376 1294 V/C Ratio(X) 0.67 0.00 0.00 0.47 0.00 0.32 0.05 0.54 0.54 0.10 0.35 0.35 Avail Cap(c_a), veh/h 162 0 0 161 0 155 436 2580 1410 177 2376 1294 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 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 Uniform Delay (d), s/veh 50.5 0.0 0.0 51.6 0.0 51.3 4.4 5.3 5.3 9.9 6.5 6.5 Incr Delay (d2), s/veh 6.8 0.0 0.0 4.8 0.0 2.6 0.1 0.8 1.5 1.1 0.4 0.8 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 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.0 1.1 0.0 0.7 0.1 8.6 9.6 0.3 5.1 5.7 LnGrp Delay(d),s/veh 57.3 0.0 0.0 56.4 0.0 53.9 4.5 6.1 6.8 11.0 6.9 7.3 LnGrp LOS E E D AAABAA Approach Vol, veh/h 74 56 2158 1306 Approach Delay, s/veh 57.3 55.4 6.3 7.1 Approach LOS EEAA Timer 12345678 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 88.7 11.8 6.6 82.1 9.4 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 Max Green Setting (Gmax), s 74.0 9.0 6.0 63.0 9.0 Max Q Clear Time (g_c+I1), s 20.2 6.5 2.3 18.0 4.1 Green Ext Time (p_c), s 29.3 0.0 0.0 26.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park NB Arrow long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Phase Number 24568 Movement NBTL EBTL NBL SBTL WBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None Max None Maximum Split (s) 80 15 11 69 15 Maximum Split (%) 72.7% 13.6% 10.0% 62.7% 13.6% Minimum Split (s) 23.5 10 11 23.5 31 Yellow Time (s) 43343 All-Red Time (s) 23223 Minimum Initial (s) 10 4 4 10 4 Vehicle Extension (s) 33333 Minimum Gap (s) 33333 Time Before Reduce (s) 00000 Time To Reduce (s) 00000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 30 0 30 41 15 End Time (s) 0 15 41 0 30 Yield/Force Off (s) 104 9 36 104 24 Yield/Force Off 170(s) 94 9 36 94 6 Local Start Time (s) 30 0 30 41 15 Local Yield (s) 104 9 36 104 24 Local Yield 170(s) 94 9 36 94 6 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Red Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park NB Arrow long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 97 34 97 17 2142 17 1290 v/c Ratio 0.61 0.25 0.53 0.06 0.62 0.23 0.40 Control Delay 59.5 51.6 31.8 5.7 10.0 19.8 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.5 51.6 31.8 5.7 10.0 19.8 10.0 Queue Length 50th (ft) 59 23 24 3 269 4 123 Queue Length 95th (ft) 112 53 74 10 310 24 205 Internal Link Dist (ft) 516 684 725 859 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 167 160 205 290 3432 75 3232 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.58 0.21 0.47 0.06 0.62 0.23 0.40 Intersection Summary Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 Signalized Intersection Summary 8: College (US 287) & Johnson/Spring Park NB Arrow long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Future Volume (veh/h) 80 5 25 115 5 80 55 1960 30 45 2690 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1824 1863 1824 1863 1937 1824 1863 1863 1824 1863 1863 1824 Adj Flow Rate, veh/h 82 5 0 119 5 42 57 2021 30 46 2773 90 Adj No. of Lanes 010110130130 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 116 7 0 160 16 134 143 3672 54 167 3245 104 Arrive On Green 0.07 0.07 0.00 0.09 0.09 0.09 0.04 0.71 0.71 0.64 0.64 0.64 Sat Flow, veh/h 1677 102 0 1774 176 1482 1774 5163 77 204 5061 163 Grp Volume(v), veh/h 87 0 0 119 0 47 57 1327 724 46 1849 1014 Grp Sat Flow(s),veh/h/ln 1779 0 0 1774 0 1658 1774 1695 1849 204 1695 1833 Q Serve(g_s), s 5.7 0.0 0.0 7.8 0.0 3.2 1.2 22.3 22.3 16.6 51.6 53.3 Cycle Q Clear(g_c), s 5.7 0.0 0.0 7.8 0.0 3.2 1.2 22.3 22.3 30.5 51.6 53.3 Prop In Lane 0.94 0.00 1.00 0.89 1.00 0.04 1.00 0.09 Lane Grp Cap(c), veh/h 123 0 0 160 0 150 143 2411 1315 167 2174 1176 V/C Ratio(X) 0.71 0.00 0.00 0.74 0.00 0.31 0.40 0.55 0.55 0.28 0.85 0.86 Avail Cap(c_a), veh/h 133 0 0 163 0 152 181 2411 1315 167 2174 1176 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 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 Uniform Delay (d), s/veh 54.6 0.0 0.0 53.2 0.0 51.1 28.1 8.2 8.2 17.5 17.0 17.3 Incr Delay (d2), s/veh 14.3 0.0 0.0 16.5 0.0 1.2 1.8 0.9 1.7 4.0 4.4 8.5 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 %ile BackOfQ(50%),veh/ln 3.3 0.0 0.0 4.6 0.0 1.5 1.3 10.6 11.9 1.1 25.2 29.5 LnGrp Delay(d),s/veh 69.0 0.0 0.0 69.7 0.0 52.3 29.8 9.1 9.9 21.5 21.4 25.8 LnGrp LOS E E D C A A C C C Approach Vol, veh/h 87 166 2108 2909 Approach Delay, s/veh 69.0 64.8 9.9 22.9 Approach LOS E E A C Timer 12345678 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 90.9 13.3 8.4 82.4 15.8 Change Period (Y+Rc), s 6.5 6.0 5.0 6.5 6.0 Max Green Setting (Gmax), s 83.5 8.0 6.0 72.5 10.0 Max Q Clear Time (g_c+I1), s 24.3 7.7 3.2 55.3 9.8 Green Ext Time (p_c), s 51.6 0.0 0.0 16.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 19.8 HCM 2010 LOS B Notes Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Timing Report, Sorted By Phase 8: College (US 287) & Johnson/Spring Park NB Arrow long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Phase Number 24568 Movement NBTL EBTL NBL SBTL WBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None Max None Maximum Split (s) 90 14 11 79 16 Maximum Split (%) 75.0% 11.7% 9.2% 65.8% 13.3% Minimum Split (s) 23.5 10 11 23.5 31 Yellow Time (s) 4.5 3 3 4.5 3 All-Red Time (s) 23223 Minimum Initial (s) 10 4 4 10 4 Vehicle Extension (s) 33333 Minimum Gap (s) 33333 Time Before Reduce (s) 00000 Time To Reduce (s) 00000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 10 10 18 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 36.5 6.5 36.5 47.5 20.5 End Time (s) 6.5 20.5 47.5 6.5 36.5 Yield/Force Off (s) 0 14.5 42.5 0 30.5 Yield/Force Off 170(s) 110 14.5 42.5 110 12.5 Local Start Time (s) 36.5 6.5 36.5 47.5 20.5 Local Yield (s) 0 14.5 42.5 0 30.5 Local Yield 170(s) 110 14.5 42.5 110 12.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Queues 8: College (US 287) & Johnson/Spring Park NB Arrow long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 113 119 87 57 2052 46 2866 v/c Ratio 0.81 0.75 0.46 0.37 0.59 0.53 0.93 Control Delay 89.0 81.4 36.4 15.6 9.8 42.0 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.0 81.4 36.4 15.6 9.8 42.0 26.9 Queue Length 50th (ft) 80 91 32 12 264 20 713 Queue Length 95th (ft) #185 #184 85 38 302 #88 #822 Internal Link Dist (ft) 413 682 592 1570 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 139 162 191 154 3463 86 3094 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.81 0.73 0.46 0.37 0.59 0.53 0.93 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 3: College (US 287) & Arthur long total am City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 15 5 0 5 10 1890 5 5 1155 5 Future Vol, veh/h 5 0 15 5 0 5 10 1890 5 5 1155 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 0 17 6 0 6 11 2148 6 6 1313 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2209 3503 659 2709 3503 1077 1318 0 0 2153 0 0 Stage 1 1327 1327 - 2173 2173 - - - - - - - Stage 2 882 2176 - 536 1330 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver 47 6 348 23 6 184 274 - - 104 - - Stage 1 117 223 - 29 84 - - - - - - - Stage 2 278 84 - 453 222 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 42 5 348 20 5 184 274 - - 104 - - Mov Cap-2 Maneuver 42 5 - 20 5 - - - - - - - Stage 1 112 210 - 28 81 - - - - - - - Stage 2 259 81 - 406 209 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 40.8 145.7 0.1 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 274 - - 123 36 104 - - HCM Lane V/C Ratio 0.041 - - 0.185 0.316 0.055 - - HCM Control Delay (s) 18.7 - - 40.8 145.7 41.6 - - HCM Lane LOS C - - E F E - - HCM 95th %tile Q(veh) 0.1 - - 0.6 1 0.2 - - Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z HCM 2010 TWSC 2: College (US 287) & Arthur long total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Intersection Int Delay, s/veh 9.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 35 5 0 5 15 2035 5 5 2820 5 Future Vol, veh/h 5 0 35 5 0 5 15 2035 5 5 2820 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 36 5 0 5 15 2098 5 5 2907 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3790 5054 1456 3304 5054 1052 2912 0 0 2103 0 0 Stage 1 2920 2920 - 2131 2131 - - - - - - - Stage 2 870 2134 - 1173 2923 - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 3.12 - - Pot Cap-1 Maneuver ~ 4 1 102 9 1 191 42 - - 111 - - Stage 1 8 34 - 31 88 - - - - - - - Stage 2 283 88 - 183 34 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 3 1 102 ~ 4 1 191 42 - - 111 - - Mov Cap-2 Maneuver ~ 3 1 - ~ 4 1 - - - - - - - Stage 1 ~ 5 32 - 20 57 - - - - - - - Stage 2 177 57 - 113 32 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 897.3 $ 1034.9 1 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 42 - - 20 8 111 - - HCM Lane V/C Ratio 0.368 - - 2.062 1.289 0.046 - - HCM Control Delay (s) 134.1 - -$ 897.$3 1034.9 39 - - HCM Lane LOS F - - F F E - - HCM 95th %tile Q(veh) 1.3 - - 5.5 2.1 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z APPENDIX H Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z Alternative Compliance Request - LUC 3.2.2 (K)(1)(a)1.a. - Parking Demand Mitigation for Bike and Pedestrian LOS A 255 Johnson Drive 5/18/2017 This is a request that the decision maker approve an alternative compliance to allow a total of a 5% parking reduction under the Bicycle and Pedestrian LOS A category. This is based on a combination of factors including the site’s adjacency to the Spring Creek/Mason Trails which are not permitted to be factored in Bicycle LOS determination, meeting requirements of pedestrian LOS A, the inclusion of three car share spaces, and the creation of an off-site pedestrian connection to the commercial area to the north. Please refer to the attached Pedestrian and Bicycle Level of Service Evaluation by Delich Associates Traffic Engineers for greater detail on evaluation methods. Please see the text of Section 3.2.2 (K)(1)(a)1.a. below: 3.2.2 (K)(1)(a)1.a. - Parking Demand Mitigation Multi-family dwellings and mixed-use dwellings within the TOD Overlay Zone my reduce the required minimum number of parking spaces by providing demand mitigation elements as shown in the following table: Justification for alternative compliance The proposed plan allows for a total parking mitigation quantity shown in the table below: Required Parking Total Beds 412 0.75 309 Mitigation Type Parking Spaces Mitgation Reduction Parking Mitigation Quantity Transit Passes Each Tenant 309 10% 30 Bike Ped LOS A 309 5% 15 Car Share 3 5 15 Total Mitigation 60 Total Required Parking 249 Total Spaces Provided 252* *excludes 3 car share spaces Traffic Impact Study Appendix ATTACHMENT 12 to Staff Report to P&Z