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SPIRIT AT THE RIVER (FORMERLY LINCOLN CORRIDOR HOTEL) - FDP - FDP180015 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (4)
APPENDIX A 1 Larimer County Urban Area Street Standards January 2, 2001 Attachment “A” Transportation Impact Study Base Assumptions Project Information Project Name: Staybridge Hotel Project Location: South of Lincoln, West of Woodward TIS Assumptions Type of Study Intermediate Study Area Boundaries North: Lincoln Avenue South: Lincoln Avenue East: Lemay Avenue West: Riverside Ave Study Years Short Range: 2021 Long Range: N/A Future Traffic Growth Rate 2% per year Study Intersections 1. Lincoln/Lemay 5. 2. Lincoln/Riverside 6. 3. Lincoln/3rd St-Site Access 7. 4.Redwood/Vine 8. Time Period for Study AM: 7:30-8:30 PM: 4:30-5:30 Sat Noon: Trip Generation Rates Per ITE Attached Trip Adjustment Factors Passby: 44% Captive Market: Attached Overall Trip Distribution See Attached Mode Split Assumptions Committed Roadway Improvements Lincoln Corridor Plan Other Traffic Studies CBD Hotel, Capstone, Woodward Areas Requiring Special Study Date: __July 7, 2017___________________________________ Traffic Engineer: __Delich Associates_______________________________________ Local Entity Engineer: __________________________________________________________ 2 Lemay Avenue Lincoln Avenue College Avenue Riverside Avenue Jefferson Street Mountain Avenue Vine Drive Mulberry Street SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES Staybridge Hotel TIS, September 2016 3 SITE PLAN Figure 4 DELICH ASSOCIATES Staybridge Hotel TIS, July 2017 Page 11 4 TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Staybridge Hotel TIS, July 2017 Page 13 Jefferson Street Riverside Avenue Lemay Avenue Lincoln Avenue 3rd Street Mountain Avenue 40% Nominal 5% 5% 10% 40% 47%/58% 53%/42% Passby 5 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 931 Quality Restaurant 6.5 KSF 89.95 584 0.45 3 0.36 2 5.02 33 2.47 16 Trip Generation less Internal Trip Capture 558 31 15 Passby (44%) 246 10 10 Assigned Restaurant trips 312 3 2 21 5 310 All Suites Hotel 106 Rooms 4.90 520 0.21 22 0.17 18 0.18 19 0.22 23 Trip Generation less Internal Trip Capture 492 18 21 Total Passby Trips 246 10 10 Total Assigned Trips 804 25 20 39 26 6 Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs 1 Quantity Units Total Entering Exiting Office 0 Retail 0 Restaurant 584 292 292 Cinema/Entertainment 0 Residential 0 Hotel 520 260 260 All Other Land Uses 2 0 1,104 552 552 Veh. Occ. 4 % Transit % Non-Motorized Veh. Occ. 4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses 2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 0 0 Restaurant 0 0 0 9 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 18 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,104 552 552 Office N/A N/A Internal Capture Percentage 5% 5% 5% Retail N/A N/A Restaurant 6% 3% External Vehicle-Trips 5 1,050 525 525 Cinema/Entertainment N/A N/A External Transit-Trips 6 0 0 0 Residential N/A N/A External Non-Motorized Trips 6 0 0 0 Hotel 3% 7% NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 0 Restaurant 931 6,500 Square Feet 49 33 16 Cinema/Entertainment 0 Residential 0 Hotel 310 106 Rooms 42 19 23 All Other Land Uses2 0 91 52 39 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office Retail Restaurant Cinema/Entertainment Residential Hotel All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 0 0 Restaurant 0 0 0 1 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 2 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 91 52 39 Office N/A N/A Internal Capture Percentage 7% 6% 8% Retail N/A N/A Restaurant 6% 6% External Vehicle-Trips5 85 49 36 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential N/A N/A External Non-Motorized Trips6 0 0 0 Hotel 5% 9% *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Hotel-Restaurant 2022 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only ) Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips NCHRP 684 Internal Trip Capture Estimation Tool Staybridge Hotel Lincoln Avenue Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Destination (To) APPENDIX B 9 10 11 12 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 7/21/2016 Observer: Vicky Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Lincoln/3rd Street-Hydro Construction Access S = straight L = left turn Time Northbound: Hydro Const Southbound: 3rd Street Total Eastbound: Lincoln Westbound: Lincoln Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 100 1 103 4 5 0771 78 1500 51 129 134 7:45 101 2 202 4 6 0621 63 1590 60 123 129 8:00 000 0 200 2 2 1731 75 0721 73 148 150 8:15 001 1 001 1 2 0581 59 3571 61 120 122 7:30-8:30 2 0 2 4 5 0 6 11 15 1 270 4 275 5 238 2 245 520 535 PHF 0.5 n/a 0.5 0.5 0.63 n/a 0.5 0.69 0.25 0.88 1 0.88 0.42 0.83 0.5 0.84 0.89 4:30 000 0 002 2 2 2660 68 0822 84 152 154 4:45 000 0 303 6 6 1930 94 0 148 2 150 244 250 5:00 203 5 101 2 7 2 120 0 122 0 145 8 153 275 282 5:15 001 1 106 7 8 0670 67 0 104 2 106 173 181 4:30-5:30 2 0 4 6 5 0 12 17 23 5 346 0 351 0 479 14 493 844 867 PHF 0.25 n/a 0.33 0.3 0.42 n/a 0.5 0.61 0.63 0.72 n/a 0.72 n/a 0.81 0.44 0.81 0.77 13 14 15 16 APPENDIX C 17 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln Recent AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 125 59 50 86 96 125 326 85 149 594 47 Future Volume (veh/h) 18 125 59 50 86 96 125 326 85 149 594 47 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 21 147 0 59 101 2 147 384 0 175 699 53 Adj No. of Lanes 111111111110 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222 Cap, veh/h 225 209 178 195 250 209 465 1177 1001 709 1135 86 Arrive On Green 0.03 0.11 0.00 0.05 0.13 0.13 0.05 0.63 0.00 0.06 0.64 0.64 Sat Flow, veh/h 1845 1863 1583 1774 1863 1560 1845 1863 1583 1774 1775 135 Grp Volume(v), veh/h 21 147 0 59 101 2 147 384 0 175 0 752 Grp Sat Flow(s),veh/h/ln 1845 1863 1583 1774 1863 1560 1845 1863 1583 1774 0 1909 Q Serve(g_s), s 1.1 8.4 0.0 3.1 5.5 0.1 3.0 10.5 0.0 3.7 0.0 25.8 Cycle Q Clear(g_c), s 1.1 8.4 0.0 3.1 5.5 0.1 3.0 10.5 0.0 3.7 0.0 25.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07 Lane Grp Cap(c), veh/h 225 209 178 195 250 209 465 1177 1001 709 0 1221 V/C Ratio(X) 0.09 0.70 0.00 0.30 0.40 0.01 0.32 0.33 0.00 0.25 0.00 0.62 Avail Cap(c_a), veh/h 311 288 245 239 288 241 515 1177 1001 776 0 1221 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 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.3 47.1 0.0 39.4 43.6 41.3 9.4 9.4 0.0 6.3 0.0 11.8 Incr Delay (d2), s/veh 0.2 4.6 0.0 0.9 1.1 0.0 0.4 0.7 0.0 0.2 0.0 2.3 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 0.6 4.6 0.0 1.6 2.9 0.1 1.5 5.6 0.0 1.8 0.0 14.2 LnGrp Delay(d),s/veh 41.5 51.7 0.0 40.2 44.7 41.3 9.8 10.1 0.0 6.5 0.0 14.1 LnGrp LOS D D D D D A B A B Approach Vol, veh/h 168 162 531 927 Approach Delay, s/veh 50.4 43.0 10.0 12.7 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 75.3 8.3 17.3 9.8 74.5 5.9 19.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 59.0 7.0 16.0 10.0 57.0 7.0 16.0 Max Q Clear Time (g_c+I1), s 5.0 27.8 5.1 10.4 5.7 12.5 3.1 7.5 Green Ext Time (p_c), s 0.1 4.7 0.0 0.4 0.2 4.8 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 18.2 HCM 2010 LOS B Notes 18 Timing Report, Sorted By Phase 1: Lemay & Lincoln Recent AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 3 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 12 65 11 22 14 63 11 22 Maximum Split (%) 10.9% 59.1% 10.0% 20.0% 12.7% 57.3% 10.0% 20.0% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 39 51 6 17 39 53 6 17 End Time (s) 51 6 17 39 53 6 17 39 Yield/Force Off (s) 47 0 13 33 49 0 13 33 Yield/Force Off 170(s) 47 93 13 20 49 93 13 21 Local Start Time (s) 39 51 6 17 39 53 6 17 Local Yield (s) 47 0 13 33 49 0 13 33 Local Yield 170(s) 47 93 13 20 49 93 13 21 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 19 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln Recent PM City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 155 139 119 221 247 162 694 59 114 531 48 Future Volume (veh/h) 60 155 139 119 221 247 162 694 59 114 531 48 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 62 161 15 124 230 31 169 723 0 119 553 47 Adj No. of Lanes 111111111110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222 Cap, veh/h 188 252 211 242 287 241 529 1146 974 418 1065 90 Arrive On Green 0.05 0.14 0.14 0.07 0.15 0.15 0.06 0.62 0.00 0.05 0.61 0.61 Sat Flow, veh/h 1845 1863 1560 1774 1863 1563 1845 1863 1583 1774 1757 149 Grp Volume(v), veh/h 62 161 15 124 230 31 169 723 0 119 0 600 Grp Sat Flow(s),veh/h/ln 1845 1863 1560 1774 1863 1563 1845 1863 1583 1774 0 1906 Q Serve(g_s), s 3.4 9.8 1.0 7.1 14.3 2.1 4.0 29.3 0.0 3.0 0.0 21.7 Cycle Q Clear(g_c), s 3.4 9.8 1.0 7.1 14.3 2.1 4.0 29.3 0.0 3.0 0.0 21.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 188 252 211 242 287 241 529 1146 974 418 0 1155 V/C Ratio(X) 0.33 0.64 0.07 0.51 0.80 0.13 0.32 0.63 0.00 0.28 0.00 0.52 Avail Cap(c_a), veh/h 223 404 338 242 404 339 543 1146 974 448 0 1155 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.1 49.1 45.3 40.6 49.0 43.8 9.9 14.5 0.0 11.6 0.0 13.6 Incr Delay (d2), s/veh 1.0 2.7 0.1 1.8 7.6 0.2 0.3 2.6 0.0 0.4 0.0 1.7 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 1.8 5.2 0.4 3.6 8.0 0.9 2.1 15.7 0.0 1.5 0.0 11.9 LnGrp Delay(d),s/veh 43.1 51.8 45.5 42.4 56.6 44.1 10.2 17.1 0.0 12.0 0.0 15.3 LnGrp LOS DDDDEDBB B B Approach Vol, veh/h 238 385 892 719 Approach Delay, s/veh 49.1 51.0 15.8 14.7 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.1 77.7 11.0 21.2 8.9 78.8 8.7 23.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 61.0 7.0 25.0 7.0 61.0 7.0 25.0 Max Q Clear Time (g_c+I1), s 6.0 23.7 9.1 11.8 5.0 31.3 5.4 16.3 Green Ext Time (p_c), s 0.0 5.8 0.0 1.2 0.1 5.6 0.0 1.0 Intersection Summary HCM 2010 Ctrl Delay 25.1 HCM 2010 LOS C 20 Timing Report, Sorted By Phase 1: Lemay & Lincoln Recent PM City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 67 11 31 11 67 11 31 Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 9.2% 55.8% 9.2% 25.8% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 92 103 50 61 92 103 50 61 End Time (s) 103 50 61 92 103 50 61 92 Yield/Force Off (s) 99 44 57 86 99 44 57 86 Yield/Force Off 170(s) 99 27 57 73 99 27 57 74 Local Start Time (s) 48 59 6 17 48 59 6 17 Local Yield (s) 55 0 13 42 55 0 13 42 Local Yield 170(s) 55 103 13 29 55 103 13 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 21 HCM 2010 TWSC 2: Lincoln & 3rd Street Recent AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 270 4 5 238 2 2 0 2 5 0 6 Future Vol, veh/h 1 270 4 5 238 2 2 0 2 5 0 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 318 5 6 280 2 2 0 2 6 0 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 282 0 0 322 0 0 618 616 320 617 618 281 Stage 1 - - - - - - 322 322 - 293 293 - Stage 2 - - - - - - 296 294 - 324 325 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1280 - - 1238 - - 402 406 721 402 405 758 Stage 1 - - - - - - 690 651 - 715 670 - Stage 2 - - - - - - 712 670 - 688 649 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1280 - - 1238 - - 396 403 721 399 402 758 Mov Cap-2 Maneuver - - - - - - 396 403 - 399 402 - Stage 1 - - - - - - 689 650 - 714 666 - Stage 2 - - - - - - 701 666 - 685 648 - Approach EB WB NB SB HCM Control Delay, s 0 0.2 12.1 11.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 511 1280 - - 1238 - - 538 HCM Lane V/C Ratio 0.009 0.001 - - 0.005 - - 0.024 HCM Control Delay (s) 12.1 7.8 0 - 7.9 0 - 11.9 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 22 HCM 2010 TWSC 2: 3rd Street & Lincoln Recent PM City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 346 0 0 479 14 2 0 4 5 0 12 Future Vol, veh/h 5 346 0 0 479 14 2 0 4 5 0 12 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 407 0 0 564 16 2 0 5 6 0 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 580 0 0 407 0 0 998 999 407 993 991 572 Stage 1 - - - - - - 419 419 - 572 572 - Stage 2 - - - - - - 579 580 - 421 419 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 994 - - 1152 - - 223 243 644 224 246 520 Stage 1 - - - - - - 612 590 - 505 504 - Stage 2 - - - - - - 501 500 - 610 590 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 994 - - 1152 - - 216 241 644 221 244 520 Mov Cap-2 Maneuver - - - - - - 216 241 - 221 244 - Stage 1 - - - - - - 607 585 - 501 504 - Stage 2 - - - - - - 487 500 - 601 585 - Approach EB WB NB SB HCM Control Delay, s 0.1 0 14.5 15.2 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 388 994 - - 1152 - - 372 HCM Lane V/C Ratio 0.018 0.006 ----- 0.054 HCM Control Delay (s) 14.5 8.6 0 - 0 - - 15.2 HCM Lane LOS B A A - A - - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 23 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Recent AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 5 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 14 235 56 28 165 34 62 320 24 184 475 59 Future Volume (veh/h) 14 235 56 28 165 34 62 320 24 184 475 59 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.99 1.00 0.98 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 1676 1676 1744 1676 1744 1642 1676 1499 1642 1676 1506 1642 Adj Flow Rate, veh/h 15 253 9 30 177 12 67 344 20 198 511 52 Adj No. of Lanes 111120120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2222222151521515 Cap, veh/h 280 378 323 177 709 48 530 1810 105 649 1732 176 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1063 1676 1432 996 3144 211 759 2734 158 911 2616 265 Grp Volume(v), veh/h 15 253 9 30 93 96 67 178 186 198 279 284 Grp Sat Flow(s),veh/h/ln 1063 1676 1432 996 1656 1699 759 1424 1468 911 1430 1451 Q Serve(g_s), s 0.9 11.0 0.4 2.3 3.7 3.7 3.3 3.9 3.9 8.6 6.5 6.6 Cycle Q Clear(g_c), s 4.7 11.0 0.4 13.3 3.7 3.7 9.8 3.9 3.9 12.5 6.5 6.6 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.11 1.00 0.18 Lane Grp Cap(c), veh/h 280 378 323 177 373 383 530 943 972 649 947 961 V/C Ratio(X) 0.05 0.67 0.03 0.17 0.25 0.25 0.13 0.19 0.19 0.31 0.29 0.30 Avail Cap(c_a), veh/h 339 472 403 233 466 478 530 943 972 649 947 961 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 28.3 24.2 34.3 25.4 25.4 7.7 5.2 5.2 7.6 5.7 5.7 Incr Delay (d2), s/veh 0.1 2.6 0.0 0.4 0.3 0.3 0.5 0.4 0.4 1.2 0.8 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 0.3 5.3 0.2 0.6 1.7 1.8 0.7 1.6 1.7 2.4 2.8 2.8 LnGrp Delay(d),s/veh 27.4 30.9 24.2 34.8 25.8 25.8 8.2 5.7 5.7 8.9 6.5 6.5 LnGrp LOS CCCCCCAAAAAA Approach Vol, veh/h 277 219 431 761 Approach Delay, s/veh 30.5 27.0 6.1 7.1 Approach LOS C C A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 57.5 22.5 57.5 22.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 47.5 21.5 47.5 21.5 Max Q Clear Time (g_c+I1), s 14.5 13.0 11.8 15.3 Green Ext Time (p_c), s 5.4 1.2 5.4 1.0 Intersection Summary HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B 24 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Recent AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 6 Phase Number 2468 Movement NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 53 27 53 27 Maximum Split (%) 66.3% 33.8% 66.3% 33.8% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 2 55 2 55 End Time (s) 55 2 55 2 Yield/Force Off (s) 49.5 76.5 49.5 76.5 Yield/Force Off 170(s) 33.5 63.5 33.5 62.5 Local Start Time (s) 27 0 27 0 Local Yield (s) 74.5 21.5 74.5 21.5 Local Yield 170(s) 58.5 8.5 58.5 7.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 55 (69%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 25 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Recent PM City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 22 353 201 100 295 48 97 473 50 121 468 126 Future Volume (veh/h) 22 353 201 100 295 48 97 473 50 121 468 126 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.99 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 1676 1676 1744 1676 1676 1642 1644 1501 1642 1644 1518 1642 Adj Flow Rate, veh/h 24 384 50 109 321 34 105 514 44 132 509 108 Adj No. of Lanes 111120120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2222224151541515 Cap, veh/h 317 555 477 203 961 101 397 1477 126 426 1317 278 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.56 0.56 0.56 0.56 0.56 0.56 Sat Flow, veh/h 917 1676 1441 855 2900 305 707 2655 227 747 2368 500 Grp Volume(v), veh/h 24 384 50 109 175 180 105 275 283 132 309 308 Grp Sat Flow(s),veh/h/ln 917 1676 1441 855 1593 1612 707 1426 1456 747 1442 1426 Q Serve(g_s), s 1.6 15.9 1.9 10.1 6.6 6.7 7.9 8.5 8.6 9.4 9.7 9.8 Cycle Q Clear(g_c), s 8.3 15.9 1.9 26.0 6.6 6.7 17.7 8.5 8.6 18.0 9.7 9.8 Prop In Lane 1.00 1.00 1.00 0.19 1.00 0.16 1.00 0.35 Lane Grp Cap(c), veh/h 317 555 477 203 528 534 397 793 810 426 802 793 V/C Ratio(X) 0.08 0.69 0.10 0.54 0.33 0.34 0.26 0.35 0.35 0.31 0.39 0.39 Avail Cap(c_a), veh/h 317 555 477 203 528 534 397 793 810 426 802 793 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 23.2 18.5 34.5 20.1 20.1 15.0 9.8 9.8 14.7 10.0 10.0 Incr Delay (d2), s/veh 0.1 3.7 0.1 2.8 0.4 0.4 1.6 1.2 1.2 1.9 1.4 1.4 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 0.4 7.9 0.8 2.5 2.9 3.1 1.7 3.6 3.6 2.2 4.1 4.2 LnGrp Delay(d),s/veh 23.4 26.9 18.6 37.3 20.5 20.5 16.7 11.0 11.0 16.6 11.4 11.5 LnGrp LOS C C B D C C BBBBBB Approach Vol, veh/h 458 464 663 749 Approach Delay, s/veh 25.8 24.4 11.9 12.4 Approach LOS C C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 49.0 31.0 49.0 31.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 43.5 25.5 43.5 25.5 Max Q Clear Time (g_c+I1), s 20.0 17.9 19.7 28.0 Green Ext Time (p_c), s 6.5 2.3 6.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B 26 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Recent PM City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 49 31 49 31 Maximum Split (%) 61.3% 38.8% 61.3% 38.8% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 33 2 33 2 End Time (s) 2 33 2 33 Yield/Force Off (s) 76.5 27.5 76.5 27.5 Yield/Force Off 170(s) 60.5 14.5 60.5 13.5 Local Start Time (s) 31 0 31 0 Local Yield (s) 74.5 25.5 74.5 25.5 Local Yield 170(s) 58.5 12.5 58.5 11.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 2 (3%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 27 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach Leg Any Movement Signalized D1 E E2 Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3,5 E5,4 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS 28 UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 29 APPENDIX D 30 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln Short Background AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 149 105 135 160 112 219 383 107 167 701 77 Future Volume (veh/h) 33 149 105 135 160 112 219 383 107 167 701 77 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 39 175 0 159 188 5 258 451 0 196 825 86 Adj No. of Lanes 111111111110 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222 Cap, veh/h 212 231 196 234 302 254 334 1091 927 617 991 103 Arrive On Green 0.03 0.12 0.00 0.07 0.16 0.16 0.08 0.59 0.00 0.07 0.58 0.58 Sat Flow, veh/h 1845 1863 1583 1774 1863 1564 1845 1863 1583 1774 1720 179 Grp Volume(v), veh/h 39 175 0 159 188 5 258 451 0 196 0 911 Grp Sat Flow(s),veh/h/ln 1845 1863 1583 1774 1863 1564 1845 1863 1583 1774 0 1900 Q Serve(g_s), s 2.0 10.0 0.0 8.0 10.3 0.3 6.1 14.6 0.0 4.8 0.0 43.0 Cycle Q Clear(g_c), s 2.0 10.0 0.0 8.0 10.3 0.3 6.1 14.6 0.0 4.8 0.0 43.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 212 231 196 234 302 254 334 1091 927 617 0 1094 V/C Ratio(X) 0.18 0.76 0.00 0.68 0.62 0.02 0.77 0.41 0.00 0.32 0.00 0.83 Avail Cap(c_a), veh/h 283 288 245 234 302 254 334 1091 927 666 0 1094 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 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.0 46.6 0.0 38.7 42.9 38.7 21.1 12.5 0.0 8.7 0.0 19.0 Incr Delay (d2), s/veh 0.4 8.7 0.0 7.7 3.9 0.0 10.6 1.2 0.0 0.3 0.0 7.4 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 1.0 5.7 0.0 1.3 5.7 0.1 5.5 7.7 0.0 2.3 0.0 24.5 LnGrp Delay(d),s/veh 40.4 55.3 0.0 46.4 46.9 38.8 31.7 13.6 0.0 9.0 0.0 26.4 LnGrp LOS D E DDDCB A C Approach Vol, veh/h 214 352 709 1107 Approach Delay, s/veh 52.6 46.5 20.2 23.3 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 68.4 11.0 18.6 11.0 69.4 6.8 22.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 59.0 7.0 16.0 10.0 57.0 7.0 16.0 Max Q Clear Time (g_c+I1), s 8.1 45.0 10.0 12.0 6.8 16.6 4.0 12.3 Green Ext Time (p_c), s 0.0 5.0 0.0 0.2 0.2 6.6 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 28.5 HCM 2010 LOS C Notes 31 Timing Report, Sorted By Phase 1: Lemay & Lincoln Short Background AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 3 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 12 65 11 22 14 63 11 22 Maximum Split (%) 10.9% 59.1% 10.0% 20.0% 12.7% 57.3% 10.0% 20.0% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 39 51 6 17 39 53 6 17 End Time (s) 51 6 17 39 53 6 17 39 Yield/Force Off (s) 47 0 13 33 49 0 13 33 Yield/Force Off 170(s) 47 93 13 20 49 93 13 21 Local Start Time (s) 39 51 6 17 39 53 6 17 Local Yield (s) 47 0 13 33 49 0 13 33 Local Yield 170(s) 47 93 13 20 49 93 13 21 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 115 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 32 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln short background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 232 192 201 305 279 243 862 128 138 611 61 Future Volume (veh/h) 142 232 192 201 305 279 243 862 128 138 611 61 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 148 242 33 209 318 119 253 898 0 144 636 61 Adj No. of Lanes 111111111110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222 Cap, veh/h 215 368 310 263 368 310 390 1010 858 239 930 89 Arrive On Green 0.07 0.20 0.20 0.07 0.20 0.20 0.07 0.54 0.00 0.06 0.54 0.54 Sat Flow, veh/h 1845 1863 1567 1774 1863 1567 1845 1863 1583 1774 1736 166 Grp Volume(v), veh/h 148 242 33 209 318 119 253 898 0 144 0 697 Grp Sat Flow(s),veh/h/ln 1845 1863 1567 1774 1863 1567 1845 1863 1583 1774 0 1902 Q Serve(g_s), s 7.7 14.4 2.1 8.0 19.8 7.9 7.6 51.2 0.0 4.3 0.0 32.2 Cycle Q Clear(g_c), s 7.7 14.4 2.1 8.0 19.8 7.9 7.6 51.2 0.0 4.3 0.0 32.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 215 368 310 263 368 310 390 1010 858 239 0 1019 V/C Ratio(X) 0.69 0.66 0.11 0.79 0.86 0.38 0.65 0.89 0.00 0.60 0.00 0.68 Avail Cap(c_a), veh/h 215 404 340 263 404 340 390 1010 858 250 0 1019 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.2 44.4 39.5 42.4 46.6 41.8 17.4 24.3 0.0 24.4 0.0 20.4 Incr Delay (d2), s/veh 8.9 3.4 0.1 15.3 16.4 0.8 3.7 11.6 0.0 3.8 0.0 3.7 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 4.4 7.7 0.9 4.1 11.9 3.5 4.2 29.5 0.0 2.8 0.0 17.9 LnGrp Delay(d),s/veh 46.2 47.8 39.6 57.7 63.0 42.6 21.1 35.9 0.0 28.2 0.0 24.1 LnGrp LOS D D D E E D C D C C Approach Vol, veh/h 423 646 1151 841 Approach Delay, s/veh 46.6 57.5 32.7 24.8 Approach LOS D E C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 69.3 11.0 28.7 10.3 70.0 11.0 28.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 61.0 7.0 25.0 7.0 61.0 7.0 25.0 Max Q Clear Time (g_c+I1), s 9.6 34.2 10.0 16.4 6.3 53.2 9.7 21.8 Green Ext Time (p_c), s 0.0 7.6 0.0 1.7 0.0 4.2 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 37.7 HCM 2010 LOS D 33 Timing Report, Sorted By Phase 1: Lemay & Lincoln short background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 67 11 31 11 67 11 31 Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 9.2% 55.8% 9.2% 25.8% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 92 103 50 61 92 103 50 61 End Time (s) 103 50 61 92 103 50 61 92 Yield/Force Off (s) 99 44 57 86 99 44 57 86 Yield/Force Off 170(s) 99 27 57 73 99 27 57 74 Local Start Time (s) 48 59 6 17 48 59 6 17 Local Yield (s) 55 0 13 42 55 0 13 42 Local Yield 170(s) 55 103 13 29 55 103 13 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 105 Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 34 HCM 2010 TWSC 2: Lincoln & 3rd Street Short Background AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 453 356 2 6 7 Future Vol, veh/h 1 453 356 2 6 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 533 419 2 7 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 421 0 - 0 955 420 Stage 1 - - - - 420 - Stage 2 - - - - 535 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1138 - - - 287 633 Stage 1 - - - - 663 - Stage 2 - - - - 587 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1138 - - - 287 633 Mov Cap-2 Maneuver - - - - 287 - Stage 1 - - - - 663 - Stage 2 - - - - 586 - Approach EB WB SB HCM Control Delay, s 0 0 14.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1138 - - - 407 HCM Lane V/C Ratio 0.001 - - - 0.038 HCM Control Delay (s) 8.2 0 - - 14.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 35 HCM 2010 TWSC 2: Lincoln & 3rd Street short background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 541 711 15 6 13 Future Vol, veh/h 6 541 711 15 6 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 636 836 18 7 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 854 0 - 0 1496 845 Stage 1 - - - - 845 - Stage 2 - - - - 651 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 785 - - - 135 363 Stage 1 - - - - 421 - Stage 2 - - - - 519 - Platoon blocked, % - - - Mov Cap-1 Maneuver 785 - - - 133 363 Mov Cap-2 Maneuver - - - - 133 - Stage 1 - - - - 421 - Stage 2 - - - - 512 - Approach EB WB SB HCM Control Delay, s 0.1 0 21.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 785 - - - 235 HCM Lane V/C Ratio 0.009 - - - 0.095 HCM Control Delay (s) 9.6 0 - - 21.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.3 36 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Short Background AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 5 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 15 383 62 36 257 47 83 353 26 203 524 73 Future Volume (veh/h) 15 383 62 36 257 47 83 353 26 203 524 73 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.98 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 1676 1676 1744 1676 1744 1642 1676 1499 1642 1676 1508 1642 Adj Flow Rate, veh/h 16 412 15 39 276 31 89 380 20 218 563 64 Adj No. of Lanes 111120120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2222222151521515 Cap, veh/h 289 472 404 130 843 94 445 1667 87 569 1568 178 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 957 1676 1438 860 2997 333 715 2750 144 882 2586 293 Grp Volume(v), veh/h 16 412 15 39 151 156 89 196 204 218 311 316 Grp Sat Flow(s),veh/h/ln 957 1676 1438 860 1656 1674 715 1424 1471 882 1432 1447 Q Serve(g_s), s 1.1 18.7 0.6 3.6 5.8 5.9 5.7 5.0 5.1 12.0 8.7 8.8 Cycle Q Clear(g_c), s 7.0 18.7 0.6 22.4 5.8 5.9 14.5 5.0 5.1 17.1 8.7 8.8 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.10 1.00 0.20 Lane Grp Cap(c), veh/h 289 472 404 130 466 471 445 863 892 569 868 877 V/C Ratio(X) 0.06 0.87 0.04 0.30 0.32 0.33 0.20 0.23 0.23 0.38 0.36 0.36 Avail Cap(c_a), veh/h 289 472 404 130 466 471 445 863 892 569 868 877 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 27.4 20.9 38.0 22.7 22.8 11.6 7.2 7.2 11.1 7.9 7.9 Incr Delay (d2), s/veh 0.1 16.4 0.0 1.3 0.4 0.4 1.0 0.6 0.6 2.0 1.2 1.1 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 0.3 10.7 0.2 0.9 2.7 2.8 1.2 2.1 2.2 3.2 3.6 3.8 LnGrp Delay(d),s/veh 25.6 43.8 20.9 39.3 23.1 23.2 12.6 7.8 7.8 13.1 9.1 9.1 LnGrp LOS CDCDCCBAABAA Approach Vol, veh/h 443 346 489 845 Approach Delay, s/veh 42.4 25.0 8.7 10.1 Approach LOS D C A B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 53.0 27.0 53.0 27.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 47.5 21.5 47.5 21.5 Max Q Clear Time (g_c+I1), s 19.1 20.7 16.5 24.4 Green Ext Time (p_c), s 6.3 0.3 6.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 18.9 HCM 2010 LOS B 37 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Short Background AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 6 Phase Number 2468 Movement NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 53 27 53 27 Maximum Split (%) 66.3% 33.8% 66.3% 33.8% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 2 55 2 55 End Time (s) 55 2 55 2 Yield/Force Off (s) 49.5 76.5 49.5 76.5 Yield/Force Off 170(s) 33.5 63.5 33.5 62.5 Local Start Time (s) 27 0 27 0 Local Yield (s) 74.5 21.5 74.5 21.5 Local Yield 170(s) 58.5 8.5 58.5 7.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 55 (69%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 38 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln short background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 24 517 222 118 449 68 123 522 55 134 517 147 Future Volume (veh/h) 24 517 222 118 449 68 123 522 55 134 517 147 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.99 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 1676 1676 1744 1676 1676 1642 1644 1501 1642 1644 1519 1642 Adj Flow Rate, veh/h 26 562 86 128 488 58 134 567 49 146 562 124 Adj No. of Lanes 111120120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2222224151541515 Cap, veh/h 297 660 569 152 1126 133 312 1310 113 342 1160 255 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.49 0.49 0.49 0.49 0.49 0.49 Sat Flow, veh/h 770 1676 1445 702 2860 338 664 2653 229 708 2350 517 Grp Volume(v), veh/h 26 562 86 128 271 275 134 304 312 146 344 342 Grp Sat Flow(s),veh/h/ln 770 1676 1445 702 1593 1606 664 1426 1456 708 1443 1424 Q Serve(g_s), s 2.0 24.5 3.1 7.0 9.9 10.0 13.5 11.0 11.0 13.4 12.7 12.8 Cycle Q Clear(g_c), s 12.1 24.5 3.1 31.5 9.9 10.0 26.3 11.0 11.0 24.4 12.7 12.8 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.16 1.00 0.36 Lane Grp Cap(c), veh/h 297 660 569 152 627 632 312 704 719 342 713 703 V/C Ratio(X) 0.09 0.85 0.15 0.84 0.43 0.44 0.43 0.43 0.43 0.43 0.48 0.49 Avail Cap(c_a), veh/h 297 660 569 152 627 632 312 704 719 342 713 703 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.2 22.1 15.6 38.3 17.7 17.7 22.2 13.0 13.0 20.9 13.5 13.5 Incr Delay (d2), s/veh 0.1 10.4 0.1 32.8 0.5 0.5 4.3 1.9 1.9 3.9 2.3 2.4 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 0.4 13.1 1.2 4.2 4.4 4.5 2.8 4.7 4.8 3.0 5.4 5.4 LnGrp Delay(d),s/veh 22.3 32.5 15.8 71.1 18.2 18.2 26.5 15.0 15.0 24.8 15.8 15.9 LnGrp LOS C C BEBBCBBCBB Approach Vol, veh/h 674 674 750 832 Approach Delay, s/veh 30.0 28.3 17.0 17.4 Approach LOS C C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 44.0 36.0 44.0 36.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 38.5 30.5 38.5 30.5 Max Q Clear Time (g_c+I1), s 26.4 26.5 28.3 33.5 Green Ext Time (p_c), s 5.7 2.2 5.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.7 HCM 2010 LOS C 39 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln short background pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 5 Phase Number 2468 Movement NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 44 36 44 36 Maximum Split (%) 55.0% 45.0% 55.0% 45.0% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 38 2 38 2 End Time (s) 2 38 2 38 Yield/Force Off (s) 76.5 32.5 76.5 32.5 Yield/Force Off 170(s) 60.5 19.5 60.5 18.5 Local Start Time (s) 36 0 36 0 Local Yield (s) 74.5 30.5 74.5 30.5 Local Yield 170(s) 58.5 17.5 58.5 16.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 2 (3%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 40 APPENDIX E 41 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 151 113 135 163 112 229 383 107 167 701 78 Future Volume (veh/h) 34 151 113 135 163 112 229 383 107 167 701 78 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 40 178 9 159 192 5 269 451 0 196 825 87 Adj No. of Lanes 111111111110 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222 Cap, veh/h 211 233 195 233 304 255 332 1088 925 616 987 104 Arrive On Green 0.04 0.13 0.13 0.07 0.16 0.16 0.08 0.58 0.00 0.07 0.57 0.57 Sat Flow, veh/h 1845 1863 1558 1774 1863 1564 1845 1863 1583 1774 1718 181 Grp Volume(v), veh/h 40 178 9 159 192 5 269 451 0 196 0 912 Grp Sat Flow(s),veh/h/ln 1845 1863 1558 1774 1863 1564 1845 1863 1583 1774 0 1899 Q Serve(g_s), s 2.0 10.2 0.6 8.0 10.6 0.3 6.4 14.6 0.0 4.8 0.0 43.2 Cycle Q Clear(g_c), s 2.0 10.2 0.6 8.0 10.6 0.3 6.4 14.6 0.0 4.8 0.0 43.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 211 233 195 233 304 255 332 1088 925 616 0 1091 V/C Ratio(X) 0.19 0.76 0.05 0.68 0.63 0.02 0.81 0.41 0.00 0.32 0.00 0.84 Avail Cap(c_a), veh/h 281 288 241 233 304 255 332 1088 925 664 0 1091 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.8 46.5 42.3 38.5 43.0 38.7 21.5 12.6 0.0 8.8 0.0 19.1 Incr Delay (d2), s/veh 0.4 9.1 0.1 7.8 4.2 0.0 14.1 1.2 0.0 0.3 0.0 7.6 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 1.1 5.8 0.2 1.3 5.8 0.1 6.0 7.9 0.0 2.3 0.0 24.9 LnGrp Delay(d),s/veh 40.2 55.7 42.4 46.3 47.2 38.7 35.6 13.7 0.0 9.1 0.0 26.7 LnGrp LOS D E DDDDDB A C Approach Vol, veh/h 227 356 720 1108 Approach Delay, s/veh 52.4 46.7 21.9 23.6 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 68.2 11.0 18.8 11.0 69.2 6.9 22.9 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 59.0 7.0 16.0 10.0 57.0 7.0 16.0 Max Q Clear Time (g_c+I1), s 8.4 45.2 10.0 12.2 6.8 16.6 4.0 12.6 Green Ext Time (p_c), s 0.0 5.0 0.0 0.2 0.2 6.6 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 29.2 HCM 2010 LOS C Notes 42 Timing Report, Sorted By Phase 1: Lemay & Lincoln Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 3 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 12 65 11 22 14 63 11 22 Maximum Split (%) 10.9% 59.1% 10.0% 20.0% 12.7% 57.3% 10.0% 20.0% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 39 51 6 17 39 53 6 17 End Time (s) 51 6 17 39 53 6 17 39 Yield/Force Off (s) 47 0 13 33 49 0 13 33 Yield/Force Off 170(s) 47 93 13 20 49 93 13 21 Local Start Time (s) 39 51 6 17 39 53 6 17 Local Yield (s) 47 0 13 33 49 0 13 33 Local Yield 170(s) 47 93 13 20 49 93 13 21 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 115 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 43 HCM 2010 Signalized Intersection Summary 1: Lemay & Lincoln short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 143 235 203 201 309 279 259 862 128 138 611 63 Future Volume (veh/h) 143 235 203 201 309 279 259 862 128 138 611 63 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.97 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 1937 1863 1863 1863 1863 1863 1937 1863 1863 1863 1937 1824 Adj Flow Rate, veh/h 149 245 44 209 322 119 270 898 0 144 636 63 Adj No. of Lanes 111111111110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222 Cap, veh/h 214 371 312 263 371 312 386 1006 855 237 924 92 Arrive On Green 0.07 0.20 0.20 0.07 0.20 0.20 0.07 0.54 0.00 0.06 0.53 0.53 Sat Flow, veh/h 1845 1863 1567 1774 1863 1567 1845 1863 1583 1774 1730 171 Grp Volume(v), veh/h 149 245 44 209 322 119 270 898 0 144 0 699 Grp Sat Flow(s),veh/h/ln 1845 1863 1567 1774 1863 1567 1845 1863 1583 1774 0 1901 Q Serve(g_s), s 7.7 14.6 2.8 8.0 20.1 7.9 8.0 51.4 0.0 4.3 0.0 32.5 Cycle Q Clear(g_c), s 7.7 14.6 2.8 8.0 20.1 7.9 8.0 51.4 0.0 4.3 0.0 32.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 214 371 312 263 371 312 386 1006 855 237 0 1015 V/C Ratio(X) 0.69 0.66 0.14 0.80 0.87 0.38 0.70 0.89 0.00 0.61 0.00 0.69 Avail Cap(c_a), veh/h 214 404 340 263 404 340 386 1006 855 247 0 1015 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.1 44.3 39.6 42.3 46.5 41.6 18.5 24.5 0.0 24.6 0.0 20.6 Incr Delay (d2), s/veh 9.3 3.5 0.2 15.5 16.9 0.8 5.5 11.9 0.0 4.0 0.0 3.8 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 4.4 7.9 1.2 4.2 12.0 3.5 4.4 29.5 0.0 2.8 0.0 18.0 LnGrp Delay(d),s/veh 46.5 47.8 39.8 57.8 63.4 42.4 24.0 36.4 0.0 28.6 0.0 24.4 LnGrp LOS D D D E E D C D C C Approach Vol, veh/h 438 650 1168 843 Approach Delay, s/veh 46.6 57.7 33.6 25.1 Approach LOS D E C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 69.1 11.0 28.9 10.3 69.8 11.0 28.9 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 61.0 7.0 25.0 7.0 61.0 7.0 25.0 Max Q Clear Time (g_c+I1), s 10.0 34.5 10.0 16.6 6.3 53.4 9.7 22.1 Green Ext Time (p_c), s 0.0 7.6 0.0 1.7 0.0 4.1 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 38.2 HCM 2010 LOS D 44 Timing Report, Sorted By Phase 1: Lemay & Lincoln short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 2 Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 11 67 11 31 11 67 11 31 Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 9.2% 55.8% 9.2% 25.8% Minimum Split (s) 11 30 11 29 11 30 11 25 Yellow Time (s) 3 3.5 3 3.5 3434 All-Red Time (s) 1 2.5 1 2.5 1212 Minimum Initial (s) 47474747 Vehicle Extension (s) 33333333 Minimum Gap (s) 33333333 Time Before Reduce (s) 00000000 Time To Reduce (s) 00000000 Walk Time (s) 7777 Flash Dont Walk (s) 17 13 17 12 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max No No No No No No No No Start Time (s) 92 103 50 61 92 103 50 61 End Time (s) 103 50 61 92 103 50 61 92 Yield/Force Off (s) 99 44 57 86 99 44 57 86 Yield/Force Off 170(s) 99 27 57 73 99 27 57 74 Local Start Time (s) 48 59 6 17 48 59 6 17 Local Yield (s) 55 0 13 42 55 0 13 42 Local Yield 170(s) 55 103 13 29 55 103 13 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 105 Offset: 44 (37%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 1: Lemay & Lincoln 45 HCM 2010 TWSC 2: Lincoln & 3rd Street Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 4 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 464 370 2 6 7 Future Vol, veh/h 1 464 370 2 6 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 70 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 546 435 2 7 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 438 0 - 0 984 436 Stage 1 - - - - 436 - Stage 2 - - - - 548 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1122 - - - 275 620 Stage 1 - - - - 652 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1122 - - - 275 620 Mov Cap-2 Maneuver - - - - 275 - Stage 1 - - - - 652 - Stage 2 - - - - 578 - Approach EB WB SB HCM Control Delay, s 0 0 14.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1122 - - - 393 HCM Lane V/C Ratio 0.001 - - - 0.039 HCM Control Delay (s) 8.2 - - - 14.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 46 HCM 2010 TWSC 2: Lincoln & 3rd Street short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 556 733 15 6 13 Future Vol, veh/h 6 556 733 15 6 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 654 862 18 7 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 880 0 - 0 1539 871 Stage 1 - - - - 871 - Stage 2 - - - - 668 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 768 - - - 127 350 Stage 1 - - - - 410 - Stage 2 - - - - 510 - Platoon blocked, % - - - Mov Cap-1 Maneuver 768 - - - 125 350 Mov Cap-2 Maneuver - - - - 125 - Stage 1 - - - - 410 - Stage 2 - - - - 503 - Approach EB WB SB HCM Control Delay, s 0.1 0 22.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 768 - - - 223 HCM Lane V/C Ratio 0.009 - - - 0.1 HCM Control Delay (s) 9.7 0 - - 22.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.3 47 HCM 2010 TWSC 8: Staybridge Access & Lincoln Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 7 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 454 11 14 363 9 11 Future Vol, veh/h 454 11 14 363 9 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 75 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 534 13 16 427 11 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 547 0 1001 541 Stage 1 - - - - 541 - Stage 2 - - - - 460 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1022 - 269 541 Stage 1 - - - - 583 - Stage 2 - - - - 636 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1022 - 265 541 Mov Cap-2 Maneuver - - - - 265 - Stage 1 - - - - 583 - Stage 2 - - - - 626 - Approach EB WB NB HCM Control Delay, s 0 0.3 15.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 368 - - 1022 - HCM Lane V/C Ratio 0.064 - - 0.016 - HCM Control Delay (s) 15.5 - - 8.6 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - 48 HCM 2010 TWSC 9: Site Access & Lincoln short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 6 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 543 21 28 718 17 19 Future Vol, veh/h 543 21 28 718 17 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 603 23 31 798 19 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 627 0 1475 615 Stage 1 - - - - 615 - Stage 2 - - - - 860 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 955 - 139 491 Stage 1 - - - - 539 - Stage 2 - - - - 414 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 955 - 134 491 Mov Cap-2 Maneuver - - - - 134 - Stage 1 - - - - 539 - Stage 2 - - - - 401 - Approach EB WB NB HCM Control Delay, s 0 0.3 25.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 217 - - 955 - HCM Lane V/C Ratio 0.184 - - 0.033 - HCM Control Delay (s) 25.3 - - 8.9 - HCM Lane LOS D - - A - HCM 95th %tile Q(veh) 0.7 - - 0.1 - 49 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 5 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 15 393 62 36 265 48 84 353 26 203 524 73 Future Volume (veh/h) 15 393 62 36 265 48 84 353 26 203 524 73 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.98 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 1676 1676 1744 1676 1744 1642 1676 1499 1642 1676 1508 1642 Adj Flow Rate, veh/h 16 423 15 39 285 32 90 380 20 218 563 64 Adj No. of Lanes 111120120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2222222151521515 Cap, veh/h 284 472 404 123 843 94 445 1667 87 569 1568 178 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 948 1676 1438 852 2997 333 715 2750 144 882 2586 293 Grp Volume(v), veh/h 16 423 15 39 156 161 90 196 204 218 311 316 Grp Sat Flow(s),veh/h/ln 948 1676 1438 852 1656 1674 715 1424 1471 882 1432 1447 Q Serve(g_s), s 1.1 19.4 0.6 3.1 6.0 6.1 5.8 5.0 5.1 12.0 8.7 8.8 Cycle Q Clear(g_c), s 7.2 19.4 0.6 22.5 6.0 6.1 14.6 5.0 5.1 17.1 8.7 8.8 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.10 1.00 0.20 Lane Grp Cap(c), veh/h 284 472 404 123 466 471 445 863 892 569 868 877 V/C Ratio(X) 0.06 0.90 0.04 0.32 0.34 0.34 0.20 0.23 0.23 0.38 0.36 0.36 Avail Cap(c_a), veh/h 284 472 404 123 466 471 445 863 892 569 868 877 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 27.6 20.9 38.7 22.8 22.9 11.6 7.2 7.2 11.1 7.9 7.9 Incr Delay (d2), s/veh 0.1 19.6 0.0 1.5 0.4 0.4 1.0 0.6 0.6 2.0 1.2 1.1 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 0.3 11.5 0.2 0.9 2.8 2.9 1.3 2.1 2.2 3.2 3.6 3.8 LnGrp Delay(d),s/veh 25.8 47.2 20.9 40.2 23.2 23.3 12.6 7.8 7.8 13.1 9.1 9.1 LnGrp LOS CDCDCCBAABAA Approach Vol, veh/h 454 356 490 845 Approach Delay, s/veh 45.6 25.1 8.7 10.1 Approach LOS D C A B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 53.0 27.0 53.0 27.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 47.5 21.5 47.5 21.5 Max Q Clear Time (g_c+I1), s 19.1 21.4 16.6 24.5 Green Ext Time (p_c), s 6.3 0.0 6.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 19.8 HCM 2010 LOS B 50 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln Short Total AM City of Fort Collins Signal Timing 8:00 am 03/06/2008 Final Timings - 2009 Synchro 9 Light Report Page 6 Phase Number 2468 Movement NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 53 27 53 27 Maximum Split (%) 66.3% 33.8% 66.3% 33.8% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 2 55 2 55 End Time (s) 55 2 55 2 Yield/Force Off (s) 49.5 76.5 49.5 76.5 Yield/Force Off 170(s) 33.5 63.5 33.5 62.5 Local Start Time (s) 27 0 27 0 Local Yield (s) 74.5 21.5 74.5 21.5 Local Yield 170(s) 58.5 8.5 58.5 7.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 55 (69%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 51 HCM 2010 Signalized Intersection Summary 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln short total pm City of Fort Collins Signal Timing 4:30 pm 08/09/2012 Synchro 9 Light Report Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 24 532 222 118 459 69 125 522 55 134 517 147 Future Volume (veh/h) 24 532 222 118 459 69 125 522 55 134 517 147 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.99 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 1676 1676 1744 1676 1676 1642 1644 1501 1642 1644 1519 1642 Adj Flow Rate, veh/h 26 578 86 128 499 59 136 567 49 146 562 124 Adj No. of Lanes 111120120120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2222224151541515 Cap, veh/h 304 681 587 155 1163 137 301 1277 110 331 1131 249 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 762 1676 1445 692 2862 337 664 2653 229 708 2350 517 Grp Volume(v), veh/h 26 578 86 128 277 281 136 304 312 146 344 342 Grp Sat Flow(s),veh/h/ln 762 1676 1445 692 1593 1606 664 1426 1456 708 1443 1424 Q Serve(g_s), s 2.0 25.0 3.0 7.5 10.0 10.1 14.1 11.3 11.3 13.7 13.0 13.1 Cycle Q Clear(g_c), s 12.1 25.0 3.0 32.5 10.0 10.1 27.2 11.3 11.3 25.0 13.0 13.1 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.16 1.00 0.36 Lane Grp Cap(c), veh/h 304 681 587 155 647 653 301 686 701 331 695 685 V/C Ratio(X) 0.09 0.85 0.15 0.83 0.43 0.43 0.45 0.44 0.45 0.44 0.50 0.50 Avail Cap(c_a), veh/h 304 681 587 155 647 653 301 686 701 331 695 685 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 21.5 15.0 38.1 17.1 17.1 23.4 13.7 13.7 22.0 14.1 14.2 Incr Delay (d2), s/veh 0.1 9.9 0.1 29.3 0.4 0.5 4.8 2.1 2.0 4.2 2.5 2.6 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 0.4 13.3 1.2 4.1 4.5 4.5 3.0 4.8 4.9 3.1 5.7 5.6 LnGrp Delay(d),s/veh 21.6 31.4 15.1 67.4 17.5 17.5 28.3 15.8 15.7 26.2 16.7 16.7 LnGrp LOS C C BEBBCBBCBB Approach Vol, veh/h 690 686 752 832 Approach Delay, s/veh 29.0 26.8 18.0 18.4 Approach LOS C C B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 43.0 37.0 43.0 37.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 37.5 31.5 37.5 31.5 Max Q Clear Time (g_c+I1), s 27.0 27.0 29.2 34.5 Green Ext Time (p_c), s 5.3 2.4 4.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 22.7 HCM 2010 LOS C 52 Timing Report, Sorted By Phase 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 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 NWTL EBTL SETL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 43 37 43 37 Maximum Split (%) 53.8% 46.3% 53.8% 46.3% Minimum Split (s) 28.5 25.5 28.5 26.5 Yellow Time (s) 3.5 3 3.5 3.5 All-Red Time (s) 2 2.5 2 2 Minimum Initial (s) 7777 Vehicle Extension (s) 3333 Minimum Gap (s) 3333 Time Before Reduce (s) 0000 Time To Reduce (s) 0000 Walk Time (s) 7777 Flash Dont Walk (s) 16 13 16 14 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39 2 39 2 End Time (s) 2 39 2 39 Yield/Force Off (s) 76.5 33.5 76.5 33.5 Yield/Force Off 170(s) 60.5 20.5 60.5 19.5 Local Start Time (s) 37 0 37 0 Local Yield (s) 74.5 31.5 74.5 31.5 Local Yield 170(s) 58.5 18.5 58.5 17.5 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 2 (3%), Referenced to phase 2:NWTL, Start of Red Splits and Phases: 3: Riverside (State 14)/Jefferson (State 14) & Mountain/Lincoln 53 APPENDIX F 54 Lemay Avenue Lincoln Avenue College Avenue Riverside Avenue Jefferson Street Mountain Avenue Vine Drive Mulberry Street SCALE: 1"=1000' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES 55 Pedestrian LOS Worksheet Project Location Classification: Pedestrian District Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security Neighborhood to the north Residential Minimum A A B A A 1 Actual A B B B B Proposed A A B A A Commercial to the east Commercial Minimum A A B A A 2 Actual A B B B B Proposed A A B B A Commercial and Poudre Trail to the west Commercial/ Recreational Minimum A A B A A 3 Actual A B B B B Proposed A A B A A Minimum 4 Actual Proposed Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed 56 Lemay Avenue Lincoln Avenue College Avenue Riverside Avenue Jefferson Street Mountain Avenue Vine Drive Mulberry Street SCALE: 1"=1000' BICYCLE INFLUENCE AREA DELICH ASSOCIATES 57 Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification 1 Poudre Trail Recreational B B B 2 3 4 58 Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 6Person-Trips 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. 8 Estimated Vehicle-Trips 3 Land Use Staybridge Hotel Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Origin (From) Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5 Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1 Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6 Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3 Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4 Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Lincoln Avenue Daily 7