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BANK OF COLORADO - PDP - 16-03 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
FUTURE TRANSIT LEVEL OF SERVICE Travel Time Worksheet Destination Approximate Distance Auto Travel Time Bus Travel Time Travel Time Factor CSU Campus Transit Center 2.5 12 27 Foothills Fashion Mall 4.5 17 37 Fort Collins High School 4.8 18 39 Downtown Fort Collins 1.2 9 11 Total Travel Time 56 114 2.04 Service Level Standards Worksheet Mixed Use Remainder of Standard Canters and the Service Meets Standard Fails Standard Commercial Area Corridors Hours of Weekdav Service 18 hours 16 hours X Weekday Frequency of Service 15 minutes 20 minutes X Travel Time Factor 2.0 x 2.0 x X Peak Load Factor <_ 1.2 s 1.2 X 2of4=LOSD Multimodal Transportation Level of Service Manual P. 20 LOS Slandards for Development Review - Bicycle Figure 7. Bicycle LOS Worksheet level of service - connectivity mhdnnnn actual proposed base connectivity: C l3 5 specific connections to priority sites: description of applicable destination area within 1,320' including address WAGNAKY SvPW—Stveo- destination area classification (see text) C,pM,u02GrgL City of tort Collins Transportation Master Plan I.. Vine BURLINGTON NORTHERN RAILROAD T (Muibeny) SCALE 1"=1000' BICYCLE INFLUENCE AREA N TZ Niultimodal Transportation Level of Service Manual- p ;$ LOS Standards for Development Review _ pedestrian Figure 6. Pedestrian LOS Worksheet project location classification: description of applicable destination area destination area within 1,320' classification including address (see text) 0 Res loG;AjTf q(. IAJ SE QU#ktPAAJ" aR I-em AY AU f a r INDUSTRIAL dommspa7g. L'e�GG,AG tAU NW Qv^OR�4uT t-AJWSrPA OF 1GMAV1Lr,UCawU 0 APA2Tm&-)urs �ssl Dear, SoVTO OP S# r6 WAt:MAle r `3Upj�Q$'t'd� (' OKI I (enter as many as apply) level of service (minimum based on project location classification) 7—=18. h senultyconiimaiy unudues C— t3A E q D proposed A a proposed I A MIMIMIMIMI �I©l0��� r�1 mildnnan actual proposed 34P0' M 1M C City of Port Collins Transportation Master Plan N Vine BURLINGTON NORTHERN RAILROAD O � 9' Lincoln O a E m J SH14 (Mulberry) e SCALE. 1'= OW PEDESTRIAN INFLUENCE AREA -? �0 APPENDIX G --?5 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst Agency/Go. Date Performed a sis Time Period Michael MatthewJ. Delich, P.E. 4/15/2003 am m ntersection urisdiction alysis Year Lemay/Site Access Fort Collins sho ong tote ro'ect Description 0328 astNVest Street Site Access—North/South Street: Lemay Avenue ntersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a'or Street Northbound Southbound ovement 1 2 3 4 5 6 L T- R L T R olume 0 1740 10 5 0 10 eak-Hour Factor PHF 0.85 0.97 0.97 0.85 0.85 0.85 ou Flow Rate, HFR 0 1793 10 0 0 0 ercent Hea Vehicles 0 — — 0 — — edian Type Undivided T Channelized 0 0 anes 0 2 0 0 0 0 figuration T TR tream Signal 1 . 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 250 15 20 410 0. eak-Hour Factor, PHF 0.85 085 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 17 0 0 0 ercent Heavy Vehicles 0 0. 0 0 0 • 0. ercent Grade (%) . 0 0 fared Approach N N forage 0 0 T ChanrieGzed 0 0 nes 0 0 1 0 0 0 orifiguration R la Queue Length,and Level of Service roach NB Sa Westbound Eastbound ovement . 1 4 7 8 9 10 11 12 ne Configuration R (vph) 17 (m) (vph) 716 /c am °.6 queue length 0.07 ontrol Delay 10.2 OS B roach Delay — — 10.2 roach LOS — — B file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2k123.tmp 4/16/2003 -7 ¢ 1 iwo-way Ntop t ontroi Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information alyst envy/Co. ate Performed ilysis Time Period 105 Michael Matthew J. Defich, P.E. 41152003 m nterseclion Jurisdiction Analysis Year Lemay/Site Access Fort col ins sho ong tote rojectDescription 0328 ast/West Street: Site Access orth/South Street: Lemay Avenue ntersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a or. Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R of ime 0 595 5 5 0 10 eak-Hour Factor PHF 0.85 0.95 0.95 0.85 0.85 0.85 ourty Flow Rate, HFR 0 626 5 0 0 0 cent Heavy Vehicles 0 — — 0 — — edian Type Undivided T Channelized 0 0 anes I 0 2 0 0 0 0 onfiguration T TR tream Signal 1 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 250 10 20 410 0 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 11 0 0 0 ercent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 fared Approach N N o'age 0 0 T Channelized 0 0 anes 0 0 1 0 0 0 figuration R laI Queue Length, and Level of Service proach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 Configuration R ) 11 (vPh) 998 r5% 0.01 . ueue length 0.03 l Delay 8.6 oS A roach Delay — — 8.6 proach LOS — — A file://C:\Documents%20and%20Settings\Owner\Locai%20Settings\Temp\u2k116.tmp 4/16/2003 ' 73 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY Eneral Information ite Information Eenatyst ichael c /Co. atthewJ. Delich, P.E. Performed IW003 sis Time Period L T R L T R e 35 605 0 0 805 5 Hour Factor, PHF 0.97 0.97 0.85 0.85 0.95 0.95 Flow Rate, HFR 36 623 0 0 847 5 t HeavyVehicles [anes 2 — — 0 — — n T Two Way Left Tum Lane annelized 0 0 1 1 0 0 1 0 uration L T TR I 1 L I T I R I L I T I R I u Flow Rate, HFR 0 1 0 1 0 42 1 0 89 ercent Heavy Vehicles 0 0 0 2 0 2 ercent Grade (%) 0 0 red Approach N N Storage 0 0 T Channe6zed 0 0 nes 0 0 0 1 0 1 nfiguration L R la Queue Length and Level of Service roach FB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 36 42 89 (m) (vph) 787 257 360 /c 0.05 0.16 625 % queue length 0.14 0.57 0.96 ntrol Delay 9.8 21.7 18.3 OS A C C proach Delay — — 19.4 proach LOS — — C file:HC:\Documents%2Oand%2OSetdngs\Owner%ocal%2OSettings\Temp\u2kl7.tmp 4/28/2003 ' ?� Two-way Stop Control Page 1 of 2 E t ael /Co. Nathilhew J. Delich P. E. Performed O03 sis Time Period m 11 2 G Southbound 10 11 12 L R 10 15 327 662 0.03 0.02 0.09 0.07 16.4 10.6 C 8 2.9 B file://C:\Documents%20and%20Settings\Owner\Local%20Setf ngs\Temp\u2k 14.tmp I( 4/28/2003 Two -Way Stop Control Page 1 of 2 1 TWO-WAY STOP CONTROL SUMMARY lGeneral Information ISite Information a t ael ntersection ncotn/5ite Access en /Co. Delich, P.E. urisdictionate raff6hewJ. Performed /2003 na sis Year o o totea sis Time Period 0328 icoln . n: i and 3 Hour Factor, PHF 0.97 0.97 0.85 0.65 0.95 0.95 Flow Rate, HFR 0 0 0 0 926 10 nt HeavyVehicles 0 — — 0 — — redia;n T Two Way Left Tum Lane annefized 0 0 0 1 0 1 0 1 0 1 1 1 0 L T R L T R olume 0 0 0 5 0 20 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 lurly Flow Rate, HFR 0 0 0 0 0- 23 ercent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 lared Approach N N Storage 0 0 T Channefized 0 0 nes 0 0 0 0 0 1 on uration R la Queue Length and Level of Service proach EB - WB Northbound Southbound vement 1 4 7 8 9 10 11 12 ne Configuration R (vph) 23 (m) (vph) 326 /c 0.07 ; queue length 0.23 ontrol Delay 16.9 OS C proach Delay — — 16.9 roach LOS — — C Copyn& 0 NO Um a A% of Florida _U Rwhts Resacdd file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2k l l .tmp 70 Version 4.1c 4/28/2003 , Two -Way Stop Control Page 1 of 2 ntersection ncoln/Site Access atthewJ. Delich, P.E. urisdictioned Fichael 1W003 a Year Period 0 0 0 0 [Ine anne4zed 0 0 0 0 0 0 0 1 uration R Queue Len ,and Level of Service ach EB WB Northbound Southbound ent 1 4 7 8 9 10 11 12 onfiguration R vph) 671 0.02 ueue length 0.05 l Delay 10.5 B ch Delay — — 10.5 LOS — — 8 Copyd& 02000 Pnn efaih of Florida .Aff Rights Resa ved Version 4.1c file://C:\Documents%2Oand%2OSetfings\Owner\Local%2OSettings\Temp\u2kE.tmp 4/28/2003 ' bQ Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1 1 1.000 1 1.000 Delay calibration, k 0.14 0.11 0.50 0.11 0.16. 0.11 Incremental delay, d2 1.5 0.2 0.7 .6.3 0.6 0.2 Initial queue delay, d3 Control delay 14.0 14.0 18.4 1.7 25.6 16.3 Lane group LOS B B B A C B Approach delay 14.0 9.9 23.5 Approach LOS B A C Intersection delay 15.1 Intersection LOS B HCS2000m Copyright ® 2000 Univmity of Florida, All Rights Reserved Varian 4.Ic file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kF9.tmp 4/16/2003 ''6, Detailed Report Page 1 of 2 HCS2000- DETAILED REPORT General Infonnadon Site Infonnadon Analyst Michael Agency or Co. Matthew J. Defich, P.E. Date Performed 10/1W2 Time Period a p Intersection LemayRampAAne Area Type . All other areas Jurisdiction . Collins Analysis Year /o k to Project ID 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 0 2 1 0 0 0 2 0 1 Lane group L T T R L R Volume, V (vph) 205 790 595 610 675 190 % Heavy vehicles, %HV 2 2* 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, I, 1.0 2.0 2.0 2.0 1.0 12.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12,0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 1 1 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only 06 07 08- Timing IY= G= 6.0 G= 46.0 IY= G= JG= G= 36.0 1Y= G= G= G= 2 5 Y= 1Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination. EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 218 832 626 642 711, 200 Lane group capacity, c 401 1911 1628 1377 1270 744 v/c ratio, X 0.54 0.44 0.38 0.47 0.56 0.27 Total green ratio, g/C 0.55 0.54 0.46 0.87 037- 0.47 Uniform delay, d, 112.5 113.8 17.7 1.4 25.0 16.1 file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSetfngs\Temp\s2kF9.tmp 4/16/2003 1 (o' Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.50 0.14 0.11 0.11 Incremental delay, d2 0.8 0.1 0.8 0.4 0.2 0.2 Initial queue delay, d3 Control delay 13.1 12.3 19.0 12.0 23.3 16.6 Lane group LOS B B B A C B Approach delay 12.5 10.2 21.2 Approach LOS B B C Intersection delay 13.6 Intersection LOS B HCS200dm Copyright ® 2DOO University of Florida, All Rights Reserved version 4.Ic file://C-.\Documents%2Oand%2OSet ings\Owner\Local%2OSettings\Temp\s2kEE.tmp 4/16/2003 C9 Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date PerformedLW15/02 Time Period ) a " pm Intersection LemayRamplVine Area Type All other areas Jurisdiction Fort Collins Analysis Year on kgr Project ID 8 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 0 2 1 0 0 0 2 0 1 Lane group L T T R L R Volume, V (vph) 150 465 660 700 465 215 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, 1, 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 2.0 20 2.0 2.0 Arrival type, AT 3 3 3 1 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12-0 120 120 12.0 12-0 120 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Panting maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 G. Min. time for pedestrians, 3.2 3.2 3.2 Phasing EB Only EW.Perm I o3 o4 SB Only 06 07 08 Timing IY= G= 6.0 G= 46.0 1 1Y= G= G= G= 36.0 G= G= G= 2 5 IY= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle. Len th, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 158 489 1695 737 489 226 Lane group capacity, c 371 1911 1628 1377 1270 744 v/c ratio, X a43 0.26 a43 0.54 039 0.30 Total green ratio, g/C 0 55 0.54 a46 0.87 0.37 0.47 Uniform delay, d, 12.3 12.3 1t31 1.6 T1 23.1 116.r- - I file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kEE.tmp 4/16/2003 1 (0 Progression factor, PF 1.000 1.000 1 1.000 1.000 1.000 1,000. Delay calibration, k 0.11 0.11 a50 0.11 0.37 0.11 Incremental delay, d2 0.4 a5 2.3 6.2 11.7 10.1 Initial queue delay, d3 Control delay 29.9 18.6 23.5 3.4 53.0 9.0 Lane group LOS C 8 C A D A Approach delay 25.2 17.4 26.0 Approach LOS C 8 C Intersection delay 220 Intersection LOS C HCS2000M Copyright ® 2M University of Florida, All Rights Reserved file:HC:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kE3.tmp version 4. to 4/16/2003 (p¢ Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Defich, P.E. Date Performed 10115102 Time Period an (m Intersection LemaylVme Ramp Area Type All other areas Jurisdiction Fort Collins Analysis Year on bk to Project ID 0328 Volume and Timina Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 2 0 1 0 2 1 2 2 0 Lane group L R T R L T Volume, V (vph) 475 340 1050 455 410 655 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, 11 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 20 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fittering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0_ 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB OnL 02 03 04 SB Only Thru & RT 07 08 Timing G= 28.0 1Y= G= G= G= G= 14.0 G= 46.0 G= G= 5 Y= Y= Y= JY= 2 Y= 5 Y= Y= Duration of Ana is, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determtnadon EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 500 358 1105 479 432 689 Lane group capacity, c 996 744 1628 1251 515 2194 v/c ratio, X 0.50 0.48 . 0.68 0.38 a84 0.31 Total green ratio, g/C a29 0.47 0.46 0.79 0.15 062 Uniform delay, d, 29.5 18.1 21.2 3.2 41.3 9.0 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kE3.tmp 4/16/2003 Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1 1.000 1.000 1.000 1.000 Delay calibration, k 0.17 0.11 0.50 0.11 0.38 0.11 Incremental delay, d2 0.8 0.2 0.4 0.1 11.0 10.2 Initial queue delay, d3 Control delay 29.8 14.2 19.9 3.3 50.7 11.7 Lane group LOS C B B A D B Approach delay 25.0 14.3 24.5 Approach LOS C B C Intersection delay 22.8 Intersection LOS C HCS2Wdrm Copyright ® 2000 University of Florida, All Rights Reserved versron a.rc file://C:\Documents%2Oand%2OSet6 ngs\Owner\Local%2OSettings\Temp\s2kD8.tmp 4/16/2003 Detailed Report Page 1 of 2 HCS2000 DETAILED REPORT General Informadon Site Infonnadon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 10115102 Time Period am m Intersection LemaylVine Ramp Area Type All other areas Jurisdiction FoCollins Analysis Year n gkgrd� Project ID 0328 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 2 0 1 0 2 1 2 2 0 Lane group L R T R L T Volume, V (vph) 585 265 355 180 500 1015 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.96 0.96 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, I, 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fittering/metering, 1 1.000 1.000 1.000 1,000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N E 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only I Thru 8 RT 07 08 Timing G= 30.0 G= G= G= G= 17.JY= G= 41.0 G= G= Y= 5 Y= Y= Y= Y= 2 5 IY= 1Y= Duration of Ana sks, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determinadon EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 616 279 370 188 526 1068 Lane group capacity, c 1064 823 1451 1203 618 2123 v/c ratio, X 0.58 0.34 0.25 0.16 0.85 0.50 Total green ratio, g/C 0.31 0.52 0.41 0.76 0.18 0.60 Uniform delay, d, 29.0 14.0 19.4 3.3 39.7 11.5 file://C:\Documents%2Oand%2OSetfngs\Owner\Locai%2OSetfings\Temp\s2kD8.tmp 4/16/2003 �f Detailed Report Page 2 of 2 Total green ratio, C 0.33 0.26 0.37 0.33 0.26 0.41 0.56 0.47 0.85 0.59 0.52 0.63 Uniform delay, di 26.6 32.0 20.9 25.3 34.3 21.9 112.0 21.0 1.2 25.9 16.0 7.1 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.37 0.22 0.11 0.25 0.39 0.17 0.19 0.50 0.11 0.41 0.15 0.11 Incremental delay, z 23.9 3.0 0.2 7.7 14.2 1.2 3.2 3.4 0.0 27.5 0.4 0.0 Initial queue delay, 3 Control delay 50.5 5.0 21.1 33.1 48.5 23.2 15.2 24.4 1.3 53.4 16.4 7.1 Lane group LOS D C C C D C 8 C A D 8 A Approach delay 36.4 35.8 21.7 22.6 Approach LOS D D C C Intersection delay 26.9 Intersection LOS C NCS2000'm Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kB6.tmp 4/16/2003 &0 Detailed Report Page 1 of l HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4/10/0 Time Period anCE Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recent sho► oo k otal Project ID 0328 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 1 1 1 1 .1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 165 300 125 155 390 355 160 1230 105 235 965 80 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.97 0.97 0.97 0.95 0.95 0.95 0.96 0.96 0.96 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A P P A A A Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 12.0 1 1.0 2.0 12.0 1.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 j 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 120 12.0 f20 12.0 120 12.0 12.0 12.0 120 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left]Y= EW Perm 03 04 Excl. Left SB OnlyNS Perm 08 Timing G= 6.0G= 25.0 G= G= G= 6.0 G= 4.0 G= 46.0 G= IY= Y= 0 5 IY= 1Y= IY= 0 Y= 0 IY= 5 Duration of Analysis, T = 0.25 Cycle Length, C = 97.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 170 309 129 163 411 374 188 1281 109 247 1016 84 Lane group pacity, c 205 480 588 239 480 653 313 1678 1338 278 1824 995 v/c ratio, X 0.83 0.64 0.22 a68 0.86 0.57 0.60 0.76 0.08 0.89 a56 0.08 file://C:\Documents%2Oand%2OSetfings\Owner\Local%2OSettings\Temp\s2kB6.tmp 4/16/2003 S Detailed Report Page 2 of 2 Total green ratio, C 0.31 0.24 0.35 0.31 0.24 0.35 0.61 0.54 0.89 0.61 0.54 0.65 Uniform delay, d, 24.8 33.3 22.1 25.4 32.3 23.1 13.8 12.2 0.6 13.1 17.2 6.6 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.15 0.50 0.11 Incremental delay, z 0.2 1.5 0.1 0.4 0.7 0.2 1.1 0.3 0.0 1.2 2.3 0.1 Initial queue delay, 3 Control delay 24.9 34.8 22.2 25.8 32.9 23.4 14.9 12.4 0.7 14.3 19.4 6.7 Lane group LOS C C C C C C B B A B B A Approach delay 31.3 28.5 11.3 17.7 Approach LOS C C B B Intersection delay 19.3 Intersection LOS 8 7771 HCS2000r Copyright C 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%2OSettings\Owner\Local%2OSettings\Temp\s2kC3.tmp 4/16/2003 56 Detailed Report Page 1 of 2 HCS2000 DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Defich, P.E. Date Performed 4110103 Time Period Pm Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recent sho ong kgr tota Project ID 0328 Volume and Timina In ut EB WB NB SB LT I TH RT LT TH RT LT I TH RT LT I TH RT Number of lanes, N, 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 35 235 65 55 185 130 75 435 70 290 1290 115 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 a95 0.95 Pretimed (P) or actuated (A) A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 120 12.0 12.0 12.0 120 12.0 12.0 120 12.0 12.0 12-0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 O 0 O O 0 0 0 O Min. time for pedestrians, GP 1 3.2 3.2 3.2 3.2 g 6ccl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 P G= 6.0 G= 24.0 G= LG= G= 6.0 G= 54.0 G= 1Y= G= Y= 0 Y= 5 Y= JY= 0 Y= 5 IY= Duration of Analysis, T = 0.25 Cycle Len th, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determinadon. EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 247 68 58 195 137 79 458 74 305 1358 121 Lane group capacity, c 299 447 554 258 447 554 213 1911 1409 551 1911 1029 v/c ratio, X O.12 0.55 0.12 0.22 0.44 0.25 0.37 0.24 0.05 0.55 0.71 0.12 file://C:\Documents%2Oand%2OSetfings\Owner\Local%2OSettings\Temp\s2kC3.tmp 4/16/2003 57 APPENDIX F Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed sis Time Period Michael MatthewJ. Delich, P.E. 4(15/2003 a m Intersection Jurisdiction Analysis Year Lemay/Site Access ForLColfins n ota ect Description 0328 t/West Street: Site Access North/South Street: Lema Avenue rsection Orientation: North -South tud Period hrs : 0.25 hicle Volumes and Ad'ustments or Street [eak-Hour Northbound Southbound ement 1 2 3 4 5 6 L T R L T R me 0 1270 10 5 0 10 Factor PHF 0.85 0.97 0.97 0.85 0.85 0.85 ry Flow Rate, HFR 0 1309 10 0 0 0 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided T Channelized 0 T 0 Lanes 0 1 0 0 0 0 onfiguration TR I- tream Signal 1 0 linor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 250 15 20 410 0 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 17 0 0 0 Percent Heavy Vehicles 0 1 0 0 0 1 0 1 0 Percent Grade (%) 0 0 lared Approach N N orage 0 0 T Channelized . 0 0 anes 0 0 1 0 0 0 onfiguration R la Queue Length and Level of Service proach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 Lane Configuration R (vph) 17 (m) (vph) 223 lc 0.08 5% queue length 0.25 ontrol Delay 22.5 OS C roach Delay — — 22.5 proach LOS — — C file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSetfings\Temp\u2k96.tmp 4/16/2003 �5 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed nalysis Time Period Michael Matthew J. Mich, P.E. 41152003 am Intersection Jurisdiction Analysis Year Lemay/Site Access Fort Collins sort ng ro'ect Descripfion 0328 astNllest Street: Site Access orth/South Street: Lema Avenue ntersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a'or Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 0 470 5 5 0 10 eak-Hour Factor PHF 0.85 0.85 0.85 0.85 0.65 0.85 oury Flow Rate, HFR 0 552 5 0 0 0 ercent Heavy Vehicles 0 — — 0 — — edian T Undivided T Channelized 0 0 anes 0 1 0 0 0 0 onfiguration TR tream Signal 1 0 Minor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 250 10 20 410 0 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 11 0 0 0 Percent Heavy Vehicles 0 —01 0 0 0 0 Percent Grade (%) 0 0 Approach N N _ e 0 0 annetized 0 0 0 0 1 0 0 0 uration R Queue Length, and Level of Service ach NB SB Westbound Eastbound ment [5% 1 4 7 8 9 10 11 12 Configuration R. ) 11 (vph) 641 0.02 ueue length 0.05 l Delay 10.7 S 8 proach Delay Epproach — — 10.7 LOS — — B file://C:\Documents%2Oand%2OSetfngs\Owner Lo � 2OSetfngs\Temp\u2k7F.tmp 4/16/2003 ' Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information ichael ntersection 'ncoln/Site Access Est /Co. atthew J. Delich, P.E. urisdiction n` CollinsPerformed 15/2003 a sis Year o n totalsis Time Period m Project Description 0328 ast/West Street: Lincoln Avenue North/South Street: Site Access ntersection Orientation:, East-West IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a"or Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R olume 20 430 0 0 620 10 Peak -Hour Factor, PHF 0.97 0.97 - 0.85 0.85 0.88 0.88 ourly Flow Rate, HFR 20 443 0 0 704 11 ercent Heavy Vehicles 0 — — 0 — — edian Type Two Way Leff Turn Lane T Channelized 0 0 anes 1 1 0 0 1 0 onfiguration L T TR tream Signal 1 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 5 0 20 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR., 0 0 0 5 0 23 Percent Heavy Vehicles 0 1 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 ernes 0 0 0 0 0 0 iq groachuration Queue Len th and Level of Service EB WB Northbound Southbound ent 1 4 7 8 9 10 11 12 anonfiguration L ► R 20 28 vph) 895 416 0.02 0.07 ueue length 0.07 0.22 l Delay 9.1 14.3 A g ch Delay — — 14.3 ch LOS — — g Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%2OSettings\Owner\Local%2OSettings\Temp\u2k7C.tmp 4/16/2003 53 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information alyst Michael ntersection hcoln/5ite Access enc /Co. althew J. Delich, P.E. urisdiction ort Collins Date Performed 152003 na sis Year o Ion ota na sis Time Period m ro'ect Descripfion 0328 ast/West Street: Lincoln Avenue orth/South Street: Site Access ritersection Orientation: East-West IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a'or Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R olume 20 410 0 0 250 5 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 23 482 0 0 294 5 ercent Heavy Vehicles 0 — — 0 — — edian Type Two Way Left Turn Lane T Channelized 0 0 anes 1 i 0 0 1 0 onfiguration L T TR tream Signal 1 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R oltime 0 0 0 5 0. 10 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 0 5 0 11 ercent Heavy Vehicles 0 01 0 0 0 0 ercent Grade (%) 0 0 tared Approach N N Storage 0 0 T Channelized 0 0 anes 0 0 0 0 0 0 onfiguration LR eta Queue Length and Level of Service proach EB WB Northbound Southbound ovement 1 4 7 8 9 16 11 • 12 no Configuration L LR (vph) 23 16 (m) (vph) 1274 620 lc 0.02 0.03 5% queue length 0.06 0.06 ontrol Delay 7.9 11.0 OS A B proach Delay — — 11.0 pproach LOS — — 8 Copyright ® 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%2OSettings\Owner\Local%2OSettings\Temp\u2k79.tmp 5Z Version 4. le 4/16/2003 Detailed Report Page 2 of 2 Total green ratio, g/C Uniform delay, dl 27.4 137.5 26.1 37.5 20.5 119.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay caribration, k 0.25 0.50 0.11 0.50 0.50 0.50 Incremental delay, d2 9.0 45.3 0.7 48.1 57.6 25.1 Initial queue delay, d3 Control delay 36.4 82.8 26.9 85.6 44.8 Lane group LOS D F C F rEq D Approach delay 72.2 79.1 78.1 44.6 Approach LOS E E E D Intersection delay 68.7 Intersection LOS E HCS20001m Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1c file:i/C:\Documents%20and%20Set ings\Owner\Local%20Settings\Temp\s2k4C.tmp 4/15/2003 sI Detailed Report Page I of 2 HCS2000- DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period ankL�p Intersection LemaylVine Area Type All other areas Jurisdiction Fait Collins Analysis Year rece ho Olong hk otal Project ID 0328 Volume and TIming Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N, 1 1 0 1 1 0 0 1 0 0 1 0 Lane group L TR L TR OR LTR Volume, V (vph) 115 285 100 50 210 195 85 825 90 110 505 60 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Pretimed (P) or actuated (A) A A A A A A P P P P P P Start-up lost time, I, 1.0 2.0 1.0 2.0 1 1 2.0 2.0 Extension of effective teen, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 JON 12.0 Parking / Grade / Parking N 0 N N 0 N N N 0 N Parking maneuvers, NmBuses stopping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Exci. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 6.0 1Y= 1Y= G= 257 G= G=' G= 59.0 G= G= G= 0 5 Y= Y= JY= 5 Y= Y= Y= Duration of Ana is, T = 0.25 Cycle LeMI, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT rTH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 135 453 54 440 1052 704 Lane group capacity, c 199 448 199 10.32 432 963 732 We ratio, X 0.68 1.01 0.27 1.02 1.09 0.96 0.32 0.25 0.25 0.59 0.59 file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSetfngs\Temp\s2k4C.tmp 4/15/2003 ' 5-0 Detailed Report Page 2 of 2 Total green ratio, g/C Uniform delay, d, 27.6 36.4 27.7 39.0 11.0 19.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.30 0.11 0.50 0.50 0.50 Incremental delay, d2 0.6 7.6 1.5 79.4 2.7 85.6 Initial queue delay, d3 Control delay 28.2 44.0 29.2 118.4 1 13.8 1 104.6 Lane group LOS C D C F B F Approach delay 41.8 103.5 13.8 104.6 Approach LOS D F B F Intersection delay 78.6 Intersection LOS E ' HCS2006M Copyright ® 2000 University ofFlnida, All Rights Reserved Version 4.1c file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSettings\Temp\s2k36.tmp 4/15/2003 4-9 Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4/10/03 Time Period <9 Intersection LemaylVine Area Type All other areas Jurisdiction Fort Collins Analysis Year recenq�ong bkgrqq9!> Project ID 0328 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 1 0 1 1 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume, V (vph) 40 155 90 75 265 105 65 295 35 140 690 125 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Pretimed (P) or actuated A) A A A A A A P P P P P P Start-up lost time, 11 1.0 2.0 1.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.00 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 10.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 D 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 112.0 Parting / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians; Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 6.0 1Y= IY= G= 22-0 G= G= IY= G= 62.0 G= G= G= IY= 0 5 Y= JY= 5 Y= Y= Duration of Ana", , T = 0.25 1 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 47 288 88 436 460 1124 Lane group capacity, c 199 387 202 392 823 965 v/c ratio, X 0.24 0.74 0.44 1.11 0.56 1.16 0.29 0.22 0.29 0.22 0.62 0.62 file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSettings\Temp\s2k36.tmp 4/15/2003 ' 4-% Detailed Report Percent Time-Snent-Followina Page 2 Ot 2 Total green ratio, g/C 0.30 0.23 0.34 0.30 0.23 0.34 0.62 0.55 0.89 0.62 0.55 Uniform delay, di 27.7 33.5 23.1 27.0 35.6 26.5 13.0 20.7 10.6 28.5 16.5 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.19 0.11 0.11 0,11 0.29 0.13 0.11 0.50 0.11 0.44 0.56 Incremental delay, d2 4.9 1.0 10.1 1.3 6.3 1.0 0.9 15.6 0.0 43.2 4.1 Initial queue delay, 3 Control delay 32.6 34.5 23.2 28.3 42.0 27.5 13.9 36.3 0.7 71.7 20.5 Lane group LOS C C C C D C B D A E C Approach delay 31.6 33.9 31.4 31.0 Approach LOS C C C C Intersection delay 31.9 Intersection LOS C HCS2000M Copyright ® 2000 University of Florida, All Rights Reserved Version 4.Ic file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2k6E.tmp 4/16/2003 4-1 Detailed Report Page 1 of 2 HCS2000" DETAILED REPORT General Information Site Informadon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period anto Intersection LemapLincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recent ort ng bkgr total Project ID 0328 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT. TH RT LT TH RT Number of lanes, Nr 1 1 1 1 1 1 f 1 1 1 1 0 Lane group L T R L T R L T R L TR Volume, V (vph) 115 210 85 110 275 250 125 915 75 170 605 55 % Heavy vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.97 0.97 0.97 0.88 0.88 0.88 0.96 0.96 0.96 0.93 0.93 0.93 Pretimed (P) or actuated A) A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 1Z.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Left EW Perm 03 04 Excl. Left NS Perm 07 08 [PhasingExcl. iming G= 6.0 G= 23.0 G= G= G= 6.0 G= 55.0 G= G= Y= 0 Y.= 5 Y= Y= Y= 0 Y= 5 IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determinadon EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 119 216 88 125 313 284 130 953 78 193 710 Lane group capacity, 199 428 538 269 428 538 313 1025 1409 198 1012 v/c ratio, X 0.60 0.50 0.16 0.46 0.73 0.0 0.42 0.93 0.06 0.92 0.70 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2k6E.tmp 4/16/2003 ' 4-(0 L V L4r11i4 1�rr/Va � Total green ratio, C 0.31 0.24 0.35 0.31 0.24 0.35 0.61 0.54 0.89 0.61 0.54 0.54 Uniform delay, d, 24.4 32.2 21.8 24.9 31.5 22.6 14.2 13.7 0.6 10.2 17.9 11.2 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.11 0.50 0.50 Incremental delay, 2 0.1 0.7 0.1 0.2 0.5 0.2 0.4 1.3 0.0 0.7 5.4 0.2 Initial queue delay, 3 Control delay 24.5 132.9 121.9 25.1 31.9 22.8 14.6 15.1 0.6 10.8 23.3 11.5 Lane group LOS C I C C C C C B B A 8 I C B Approach delay 30.0 27.7 13.3 19.6 Approach LOS C C 8 B Intersection delay 20.4 Intersection LOS C HCS2000T' Copyright 0 2000 University of Florida, All Rights Reamed versron w. is file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2k58.tmp 4/16/2003 Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period am m Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recen ho ong bkgr total Project ID 0328 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N, 1 i 1 1 1 1 1 1 1 1 1 1 Lane group L T R L T R L T R L T R Volume, V (vph) 20 165 45 40 130 90 50 365 55 210 680 80 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.86 0.86 0.86 0.85 0.85 0.65 0.85 0.85 0.65 0.89 0.89 0.89 Pretimed (P) or actuated (A) A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 . 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0N 0 N N 0 N N 0 N Parking maneuvers, NM f Buses stopping, NB 0 00 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 1Y= IY= G= 24.0 G= JG= JG= 6.0 G= 54.0 G= JG= 0 5 Y= 1Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 C cle Len , C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NBSB LT TH RT LT TH RT LT THtl TH RT Adjusted flow rate, v 23 192 52 47 153 106 59 429764 90 Lane group cv/c 332 447 554 301 447 554 264 10061006 85pacify, ratio, X 0.07 0.43 0.09 0.16 0.34 0.190.22 0.430.76 0.11 file://C:\Documents%2Oand%2OSettings\Owner\Local%�OSettings\Temp\s2k58.tmp 4/16/2003 1 i APPENDIX E Q- 3 Two -Way Stop Control Page I of 2 st ichael /Co. atthewJ. Delich, P.E. Perfom�ed En IW003 sis Time Period ni file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2k6.tmp 4/28/2003 4-1-1 Two -Way Stop Control Page 1 of 2 F st khael n /Co. atthewJ. Delich, P.E. e Pertormed 003 sis Time Period r 0 R T Channelized 0 0 0 0 0 1 0 1 uration L R Queue Len and Level of Service ach EB WB Northbound Southbound ent 1 4 7 8 9 10 11 12 onfiguration [ne L L R 89 5 15 (vph) 1160 347 666 0.08 0.01. 0.02 ueue length 0.25 0.04 0.07 l Delay 8.4 155 10.5 A C 8 file://C:\Documents%2Oand°/a2OSettings\Owner\Local%2OSettings\Temp\u2k3.tmp 1 4-1 4/28/2003 Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1 1 1.000 1 1.000 Delay calibration, k 0.14 0.11 0.50 0.11 0.15 0.11 Incremental delay, dz 1.5 0.2 0.7 0.3 0.5 0.2 Initial queue delay, d3 Control delay 14.0 14.0 16.4 1.7 25.5 16.3 Lane group LOS B B B A C B Approach delay 14.0 9.9 23.5 Approach LOS B A C Intersection delay 15.1 Intersection LOS B 71 HCS2006M Copyright 0 2M Univmity of Florida, All Rights Reserved Version 4.1c file://C:\Documents%2Oand%2OSetfings\Owner\Local%2OSetfngs\Temp\s2klB9.tmp 4/16/2003 4-U Detanea xeport Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Defrch, P.E. Date Performed f011 2 Time Period arnCW Intersection LemayRampArne Area Type All otherareas Jurisdiction Fo ns Analysis Year bk tal Project ID Volume and Timin Inout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 0 2 1 0 0 0 2 0 1 Lane group L T T R L R Volume, V (vph) 205 790 595 610 670 190 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, I, 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 120 12.0 12.0 12-0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, Na 0 0 0 0 0 0 time for:pedestrians, G. 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 6.0 IY= IY= G= 46.0 G= G= G= 36.0 G= G= G= 2 5 Y= Y= JY= 5 Y= Y= Y= Duration of Ana s, T = 0.25 Cycle Len th, C = 100.0 Lane Group. Capacity, Control Delay, and LOS Determ/naBon EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 216 832 626 642 705 200 Lane group capacity, c 401 1911 1628 1377 1270 744 v/c ratio, X 0.54 0.44 0.38 0.47 0.56 0.27 Total green ratio, g/C 0.55 0.54 0.46 0.87 0.37 0.47 Uniform delay, do 12.5 13.8 17.7 1.4 1 125.0 1& 1 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2k1B9.tmp 4/16/2003 31 Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1 1.000 1 1.000 Delay calibration, k 0.11 0.11 0.50 a 13 0.11 0.11 Incremental delay, d2 0.8 0.1 0.8 a4 a2 a2 Initial queue delay, d3 Control delay 13.1 12.3 19.0 2.0 23.3 16.6 Lane group LOS B B B A C B Approach delay 12.5 10.2 21.2 Approach LOS B B C Intersection delay 13.6 Intersection LOS B HCS2Wdm Copyright ® 20W University of Florida, All Rights Reserved Vmim 4.le file://C:\Documents%2Oand%2OSetfngs\OwnerU.ocal%2OSettings\Temp\s2klAE.ttnp 4/16/2003 -206 vetailed Keport Page 1 of 2 HCS20W DETAILED REPORT General lnfonnadon Site /nformadon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed �10/15/D2 Time Period (90m Intersection LemayRampine Area Type All other areas Jurisdiction Fort Collins Analysis Year 4ong kk tal Project ID 0326 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 0 0 2 1 0 0 0 2 0 1 Lane group L T T R L R Volume, V (vph) 150 465 660 695 465 215 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, 11 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, I 1.000 1.000 1 1.000 11.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parting / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB'OnEN Per 03 04 SB On 66 07 08 Timing 6.0 G4.0 = G=36.0 G GG= = G= 2 Y= 5 YY= = Y= JY= 5 Y= Y= JY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determinadon EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 158 489 695 732 489 226 Lane group capacity, c 371 1911 1628 1377 1270 744 v/c ratio, X 0.43 0.26 0.43 0.53 0.39 0.30 Total green ratio, g/C 0.55 0.54 0.46 0.87 0.37 0.47 Uniform delay; d, 12.3 1 12.3 1 18.1 1.6 23.1 16.4 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2k1AE.tmp 4/16/2003 1 31 Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.50 0.11 0.37 0.11 Incremental delay, d2 0.4 0.5 2.3 0.2 11.7 0.1 Initial queue delay, d3 Control delay 29.9 18.6 23.4 3.3 53.0 9.0 Lane group LOS C 8 C A D A Approach delay 25.2 17.4 26.1 Approach LOS C 8 C Intersection delay 22.0 Intersection LOS C HCS20 6M Copyright ® 2DDO University of Florida, All Rights Reserved Version 4.Ic file-.HC-.\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2k199.tmp 4/16/2003 3(9 Detailed xeport Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co: Matthew J. Delich, P.E. Date Performed 10115102 Time Period a . pm Intersection LemayMne Ramp Area Type AU other areas Jurisdiction Fo s Analysis Year C ong bkgrd tat Project ID Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT Ti RT Number of lanes, N, 0 0 0 2 0 1 0 2 1 2 2 0 Lane group L R T R L T Volume, V (vph) 475 340 1045 450 410 650 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, I, 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fittering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 1 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, .NB::E 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasin 02 03 04 SB On Thru & RT 07Timing MWBOn G= G= G= G= 14.0lCycle G= 46.0 G= GY= Y= Y= Y= 2 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Length, C = 100.0 Lane Group Capacity, "Control Delay, and LOS Detenninadon :EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 500 358 1100 474 432 684 Lane group capacity, c 996 744 1628 1251 515 2194 v/c ratio, X 0.50 0.48 0.68 0.38 0.84 0.31 Total green ratio, g/C 0.29 0.47 0.46 0.79 0.15 0.62 Uniform delay, d, 29.5 18.1 1 121.2 13.1 41.3 18.9 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kl99.tmp 4/16/2003 1 3t Detailed Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.17 0.11 0.50 0.11 0.38 0.11 Incremental delay, d2 0.8 0.2 0.4 0.1 11.0 . 0.2 Initial queue delay, d3 Control delay 29.7 14.2 19.8 3.3 50.7 11.6 Lane group LOS C 8 8 A D 8 Approach delay 24.9 14.2 24.6 Approach LOS C 8 C Intersection delay . 22.8 Intersection LOS C HCS2006M Copyright ® 2000 University of Florida, All Rights Reamed Version 4.1c file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl8E.tmp 4/16/2003 ,�, 4- Detailed Report Page .1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. MatthewJ. Delich, P.E. Date Performed10/1 Time Perioddamm Intersection LemayMne Ramp Area Type All other areas Jurisdiction Analysis Year ng bkgni tal Project ID Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 2 0 1 0 2 1 2 2 0 Lane group L R T R L T Volume, V (vph) 580 265 350 180 500 1010 % Heavy vehicles, %HV 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.96 0.96 0.95 0.95 Pretimed (P) or actuated (A) A A P P A A Start-up lost time, 11 1.0 2.0 2.0 2.0 1.0 2.0 Extension of effective green, 2.0 2.0 .. 2.0 . 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N N D N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB On 02 03 04 SB On Thru & RT 07 08 Timing G= 30.0 G= G= G= G= 17.0 G= 41.0 G= G= Y= 5 Y= Y= Y= Y= 2 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determinadon EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 611 279 365 188 526 1063 Lane group capacity, c 1064 823 1451 1203 618 2123 v/c ratio, X 0.57 0.34 0.25 0.16 0.85 0.50 Total green ratio, g/C 0.31 0.52 0.41 0.76 018 0.60 Uniform delay, di 29.0 14.0 19.4 3.3 39.7 11.4 file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl8E.tmp 4/16/2003 1 33 Detailed Report Page 2 of 2 Total green ratio, g/CUniform 0.33 0.26 0.37 0.33 0.26 0.41 0.56 0.47 0.85 0.59 0.52 0.63 delay, di 26.6 31.9 20.9 25.1 34.1 21.9 12.0 21.0 1.2 24.5 16.0 7.1 Progression factor, F 1:000 1,000 1.000 1:000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.37 0.21 0.11 0.21 0.38 0.17 0.19 0.50 0.11 0.37 0.16 0.11 Incremental delay, 23.9 2.7 0.2 5.3 12.9 1.2 3.3 3.3 0.0 19.2 0.4 0.0 Initial queue delay, 3 Control delay 50.4 34.7 2i.1 30.4 47.1 23.2 15.4 24.3 1.3 43.8 16.4 7.1 Lane group LOS D C C C D C B C A D B A Approach delay 36.2 34.7 21.7 20.6 Approach LOS D C C C Intersection delay 26.1 Intersection LOS C HCS2000m Copyright C 2000 University of Florida, All Rights Reserved Version 4.Ic fi l e://C :\Documents%20and%20 Setti ngs\Owner\Local%20 Setti ngs\Temp\s2k 183 . tm p 3Z 4/16/2003 >vetattea xeport Page 2 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recent sho n9 bk total Project ID 0328 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 f 1. 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 165 295 125 145 385 355 180 1225 100 220 970 80 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.97 0.97 0.97 0.95 0.95 0.95 0.96 0.96 0.96 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A P P A A A Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 2.0 11.0 2.0 2.0 1.0 2.0 2.0 Extension of effective- reen, a 20 2.0 2.0 2.0 20 2.0 2.0 20 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12-0 12-0 12.0 12.0 120 120 12.0 i20 12.0 12-0 12-0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, Na 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 1 03 04 Excl. Left SBnOnNS Perm O8 Timing G= 6.0 G= 25.0 G= G= G= 6.0 G=G= 46.0 GY= 0 Y= 5 Y= 1 Y= Y= 0 Y=Y= 5 Y= Duration of Analysis, T = 0.25 Cycle Le , C = 97.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 170 304 129 153 405 374 188 1276 104 232 1021 84 Lane group pacity, c 205 480 588 242 480 653 311 1678 1338 278 1824 995 v/c ratio, X 0.83 0.63 0.22 0.63 0.84 0 57 0.60 0.76 0.08 0.83 0.56 0.08 file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl83.tmp 4/16/2003 31 Detailed Report Page 2 of 2 Total green ratio, C 0.31 0.24 0.35 0.31 0.24 0.35 0.61 0.54 0.89 0.61 0.54 0.85 Uniform delay, d, 24.7 33.2 22-1 25.3 32.1 23.1 13.9 12.1 0.6 12.7 17.2 6.6 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.14 0.11 0.11 0,11 0.11 0.11 0.50 0.11 0,14 0.50 0.11 Incremental delay, z 0.2 1.3 0.1 0.4 0.6 0.2 1.1 0.3 0.0 1.0 2.3 0.1 Initial queue delay, Control delay 24.9 34.5 22.2 25.7 32.8 . 23.4 15.0 12.4 0.6 13.7 19.5 6.7 Lane group LOS C C C C C C B B A B B A Approach delay 31.1 28.4 17.4 17.7 Approach LOS C C B B Intersection delay 19.3 Intersection LOS B HCS2006M Copyright ® 2000 University of Florida, All Rights Reserved version 4.Ic file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl78.tmp 4/16/2003 3L% Detailed Report Page 1 of 2 HCS2000" DETAILED REPORT General Infon»adon Site /nfo►madon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110/03 Time Period am Intersection Lemay/Linco/n Area Type All other areas Jurisdiction Fort Collins Analysis Year recent sho ong bkgrd otal Project ID 0328 Volume and riming in ut EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH I RT Number of lanes, N, i 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 35 230 65 50 180 130 75 430 65 280 1295 115 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 2.0 1 1.0 2.0 2.0 1.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2A . 2.0 20 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0. 0 0 0 Lane width 12-0 120 120 12.0 f2A 120 12.0 i20 120 IZO , 120 120 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, Na 0 0 0 0 0 0 0 0 0 , 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 TimingY= G= 6.0 G= 24.0 G= G= G= 6.0 G= 54.0 G= 0 Y= 5 Y= Y=• Y= 0 Y= 5 EG= Y= Duration of Analysis, T = 0.25 qycle Length, C = IWO Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 242 68 53 189 137 79 453 68 295 1363 121 Lane group capacity, c 304 447 554,. 262 447 554 211 1911 1409 553 1911 1029 v/c ratio, X 0.12 0.54 0.12 a20 0.42 0.25 5 0.24 0 05 0.53 0.71 0.12 . . . . . . . . . . . . . . file://C:\Documents%2Oand%2OSetfings\Owner\Local%2OSetfngs\Temp\s2kl78.tmp 4/16/2003 Z,q APPENDIX D oetailed Keport Page 2 of 2 Total green ratio, g/C Uniform delay, di 27.4 37.5 26.1 37.5 20.5 19.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.25 0.50 0.11 0.50 0.50 0.50 Incremental delay, d2 9.0 45.3 6.7 48.1 53.5 23.7 Initial queue delay, d3 Control delay 36.4 82.8 26.9 85.6 1 74.0 1 9 Lane group LOS D F C F E ED Approach delay 72.2 79.1 74.0 42.9 Approach LOS E E E D Intersection delay 66.8 Intersection LOS E HCS2006M Copyright ® 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kl6D.tmp 4/16/2003 2,1 Detailed Report Page 1 of2 HCS200r DETAILED REPORT General Information Site /nfonnadon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period an(O> Intersection LemayMne Area Type All other areas Jurisdiction Fort Collins Analysis Year ►ecente)long(]g�total Project ID 0328 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 0 1 1 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume, V (vph) 115 285 100 50 210 195 85 820 85 110 500 60 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Pretimed (P) or actuated A) A A A A A A P P P P P P Start-up lost time, I, 1.0 2.0 1.0 2.0 20 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fittering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians,GP 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 6.0 G= 25.0 G= G= G= 59.0 G= - G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= JY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Detenninadon EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 135 453 54 440 1041 699 Lane group capacity, c 199 448 199 432 963 733 v/c ratio, X 0.68 1.01 0.27 1.02 1.08 0.95 0.32 0.25 0.32 0.25 0.59 0.59 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kl6D.tmp 4/16/2003 ' "& vetauea Report rage L or z Total green ratio, g/C Uniform delay, di 27.6 136.4 127.6 39.0 11.0 119.0 Progression factor, PF 1.000 1,000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.30 0.11 0.50 0.50 0.50 Incremental delay, d2 0.6 7.6 1.3 79.4 2.7 82.6 Initial queue delay, d3 Control delay 28.2 144.0 29.0 118.4 113.6 101.6 Lane group LOS C D C F B F Approach delay 41.8 104.3 13.6 101.6 Approach LOS D F 8 F Intersection delay 77.4 Intersection LOS E HCS2000"M Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl62.tmp 4/16/2003 J Detailed Report rage i of z HCS200r DETAILED REPORT General Information Site information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period Opm Intersection Lemay/Vine Area Type:. All other areas ' Jurisdiction Fort Coll' s Analysis Year receho on kgrd tal Project ID 0328 Volume and riming input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, Ni 1 1 0 1 1 0 0 1 0 0 i 0 Lane group L TR L TR LTR LTR Volume, V (vph) 40 155 90 70 265 105 1 65 290 35 140 685 125 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Pretimed (P) or actuated A) A A A A A A P P P P P P Start-up lost time, I, 1.0 2.0 11..0 2.0 1 2.0 12.0 Extension of effective reen, a 2.0 2.0 2.0 2.0 2-02.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width f20 12.0 12.0 12.0 12.0 12-0 Parking /Grade / Parking N 0 N N 0 N Al 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0` 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left I EW Perm 03 04 NS Perm 06 07 08 G= 60 JG= 22.0 G= G= G= 620t�( G= GTiming Y= 0 Y= 5 Y= Y= Y= 5 = Y= Y= Duration of Ana is, T = 0.25Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT I LT I TH RT LT TH- RT LT TH RT Adjusted flow rate, v 47 288 82 436 454 1118 Lane group capacity, c 199 387 202 392 822 966 We ratio, X 0.24 0.74 0.41 1.11 0.55 1.16 0.29 0.22 0.29 0.22 0.62 0.62 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2kl62.tmp 4/16/2003 2.4" Detailed Keport Page 2 of 2 Total green ratio, g/C a30 0.23 0.34 0.30 a23 jaw 0.62 a55 am a62 0.55 Uniform delay, d, 27.7 33.4 23.1 26.8 35.5 26.5 13.1 20.6 0.6 26.5' 16.6 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000. 1.000. 1.000 1.000. 1.600 1.000 Delay calibration, k 0.18 0.11 0.11 0.11 0.28 0.13 0.11 Q50 0.11 0.38 a50 Incremental delay, d2 4.6 0.9 0.1 1.0 5.7 1.0 0.9 15.0 0.0 26.8 4.2 Initial queue delay, 3 Control delay 32.3 34.3 23.2 27.8 41.2 275 14.1 35.6 0.6 53.3 20.7 Lane group LOS C C C C D C 8 D A D C Approach delay 31.4 33.5 30.9 26.9 Approach LOS C C C C Intersection delay 30.4 Intersection LOS C HCS2000, M Copyright ® 2000 University of Florida, All Rights Reserved - Version 4.le file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl57.tmp 4/16/2003 23 l/cuumu rvupul l rar'c 1 v1 L. HCS2000 DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Dellclr, P.E. Date Performed 4110103 Time Period ar� Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort COIIi Analysis Year recen short on kgrd otal Project ID 0328 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N, i 1 1 1 1 1 1 1 1 1 1 0 Lane group L T R L T R L T R L TR Volume, V (vph) 115 205 85 100 270 250 125 910 70 155 610 55 % Heavy vehicles, %HV 2 2 2 .2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.97 0.97 0.97 0.68 0.88 0.88 0.96 0.96 0.96 0.93 0.93 0.93 Pretimed (P) or actuated A A A A A A A P P A P P Start-up lost time; 1, 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 20 2:0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 '3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 Pod / Bike / RTOR volumes 0 0 .0 0 0 0 0 0 0 0 0 0 Lane width 12-0 120 12.0 12.0 120 12.0 12.0 12.0 12.0 12-0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3:2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 1Y= G= 23.0 G= G= G= &0 G= 55.0 G= G= 0 Y= 5 Y= Y= Y= D Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH. RT LT TH RT Adjusted flow rate, v 119 211 88 114 307 284 130 948 73 167 715 Lane group capacity, 201 428 538 273 428 538 310 1025 1409 198 1012 v/c ratio, X 0.59 0.49 0.16 0.42 0.72 0.53 0.42 0.92 0.05 0.84 0.71 . . . . . . . . . . . file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kl 57.tmp 2._2 4/16/2003 tuetanea Kepon rage c m z Total green ratio, g/C 0.31 0.24 0.35 0.31 0.24 0.35 0.61 0.54 0.89 0.61 0.54 Uniform delay, dl 24.4 32.1 21.8 24.8 31.4 22.6 17.6 13.7 10.6 10.0 119.9 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.11 0.50 Incremental delay, d2 0.1 0.6 0.1 0.2 0.4 0.2 10.8 1.3 0.0 0.6 10.2 Initial queue delay, 3 Control delay 24.4 32.7 21.9 25.0 31.8 22.8 18.5 15.0 0.6 10.7 30.2 Lane group LOS C C C C C C B B A B C Approach delay 29.8 27.6 13.8 26.1 Approach LOS C C B C Intersection delay 23.7 Intersection LOS C HCS2WdM Copyright C 2M University of Florida, An Rights Reserved Version 4.le file://C:\Documents%2Oand%2oSettings\Owner\Local%2OSetfings\Temp\s2kC.trnp 4/17/2003 2! Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Infonnadon Site Information Analyst Michael Agency or Co.. Matthew J. Delich, P.E. Date Performed 4110103 Time Period am Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Colli s Analysis Year recent ho ng kgrri tal Project ID 0328 Volume and Timing triput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 1 1 1 1 i 1 1 1 1 0 Lane group L T R L T R L T R L TR Volume, V (vph) 20 160 45 35 125 90 50 360 50 200 685 80 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.86 0.86 0.86 0.85 0.85 0.85 0.85 0.85 0.85 0.89 0.89 0.89 Pretimed (P) or actuated A) A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 2.0 1 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 1Y= G= 24.0 G= G= G= 6.0 G= 54.0 G= G= 1Y= 0 Y= 5 Y= Y= Y= 0 Y= 5 Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 23 186 52 41 147 106 59 424 59 225 860 Lane group capacity, 337 447 554 306 10.13 447 554 200 100E 1409 506 990 v/c ratio, X 0.07 0.42 0.09 0.33 0.19 0.29 0.42 0.04 0.44 0.87 . . . . . . . . . . file://C:\Documents%2Oand%2OSettings\Owner\Local%2OSettings\Temp\s2kC.tmp Zv 4/17/2003 APPENDIX C Ri Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (intersections) Land Use (from structure plan) Other corridors within: Intersection type Commercial Mixed use Low density mixed use All other corridors districts residential areas Signalized intersections D E' D D (overall) Any Leg E E D E Any Movement E E D E Stop sign control N/A F" P. E (arterial/collector or local — any approach leg Stop sign control WA C C C (collector/local—any approach leg) ` mitigating measures required considered normal in an urban environment w UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS Leve"f-Ser-vice 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 I1 Detailed Report Page l of 2 Uniform delay, di 29.7 29.6 1 17.9 1 16.0 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.33 0.33 0.50 0.50 Incremental delay, d2 7.8 7.5 7.9 5.3 Initial queue delay, d3 Control delay 37.5 37.1 25.8 21.2 Lane group LOS D D C C Approach delay 37.5 37.1 25.8 21.2 Approach LOS D D C C Intersection delay 29.1 Intersection LOS C HCS2000rm Copyright ® 2000 University of Florida, All Rights Reserved Version 4.Ic file://C:\Documents%20and%2OSettings\Owner\Local%2OSettings\Temp\s2k45.tmp 4/14/2003 Ito lierauea xeport Page 1 of 2 HCS20W DETAILED REPORT General Information Site Infonnadon Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period am® Intersection LemayMne Area Type All other areas Jurisdiction Fort Collins Analysis Year cen hort long bkgrd total Project ID Volume and Timing Input EB WB NB SB LT I TH RT I LT TH RT LT TH RT LT I TH RT Number of lanes, N, 0 1 0 0 1 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume, V (vph) 48 211 90 45 154 177 73 597 52 94 403 28 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Pretimed (P) or actuated (A) A A A A A A P P P P P P Start-up lost time, I, 2.0 2.0 2.0 2.0 Extension of effective teen, a 2•0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Fiftering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 120 12.0 120 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N. Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min, time for pedestrians, 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 34.0 G IG= G= G= 56.0 G IG= G= Y= 5 1Y= Y= Y= Y= 5 Y= Y= 1Y= = Duration of Analysis, T 0.25747 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Deterrninadon EB WB NB SB LT I TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1410 1408 760 547 Lane group capacity, c 1522 1523 929 778 v/c ratio, X 0.79 0.78 0.82 0.70 Total green ratio, g/C 0.34 0.34 0.56 0.56 file://C:\Documents%20and%2OSetfngs\Owner\Local%2OSettings\Temp\s2k45.tmp 4/14/2003 1 1S Detailed Report Page 2 of 2 Uniform delay, di 27.6 1 29.7 1 11.9 1 18.6 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.26 0.50 0.50 Incremental delay, d2 0.8 4.1 1.7 14.4 Initial queue delay, d3 Control delay 28.3 33.8 13.5 33.1 Lane group LOS C I C 8 C Approach delay 28.3 33.8 13.5 33.1 Approach LOS C C 8 C Intersection delay 28.5 Intersection LOS C HCS2000m Copyright ® 2000 University of Florida, All Rights Reserved version 4.Ic file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\s2k3A.tmp 4/14/2003 l4 0etatled Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew d. Defict; P.E. Date Performed 4110103 Time Period O pm Intersection Lemaymne Area Type All other areas Jurisdiction J�oLt fins Analysis Year cen hort long bkgrd total Project ID Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 1 0 0 1 0 0 1 0 0 1 0 Lane group VTR LTR LTR LTR Volume, V (vph) 20 132 80 45 169 92 56 239 26 122 521 62 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.85 0.85 0.65 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Pretimed (P) or actuated (A) A A A A A A P P P P P P Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 12.0 Parking / Grade / Parking N 0 N N O N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 3.2 Phgping I EW Perm 1 02 03:` 4 0NS Perm .= 08 G= 32.0 G G G= 58.0 1 G=G=Timing Y= 5 Y= Y= Y= Y= 5. Y= Y'=!JY Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 273 360 373 830 Lane group capacity, c 541 517 843 914 v/c ratio, X 0.50 0.70 0.44 0.91 Total green ratio, g/C 0.32 0.32 0.58 0.58 file://C:\Documents%20and%2OSetfngs\Owner\Local%2OSettings\Temp\s2k3A.tmp 4/14/2003 13 Detailed Report Page 2 of 2 Total green ratio, C 0.31 0.24 a35 0.31 0.24 a35 0.61 0.54 a89 a61 a54 0.54 Uniform delay, d1 24.2 31.9 21.7 24.7 31.2 22.5 10.6 13.0 0.6 9.2 15.6 11.1 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.11 a50 0.50 Incremental delay, z 0.1 0.6 0.1 0.2 0.4 0.1 0.2 1.0 0.0 0.3 2.6 0.2 Initial queue delay, Control delay 24.3 32.5 21.6 24.8 31.6 22.6 10.8 14.0 0.6 9.5 18.1 11.3 Lane group LOS C C C C C C B B A A B B Approach delay 29.9 27.6 12.1 15.8 Approach LOS C C B B Intersection delay 18.5 Intersection LOS B HCS2000M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%2OSettings\Owner\Local%2OSetfings\Temp\s2k2F.tmp 4/14/2003 1Z- Oetailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period an& Intersection Lemaptincoln Area Type All other areas Jurisdiction 1�llins Anaysis Year cen hort long bkgrd total Project ID Volume and Timing In ut EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 1 1 1 1 1 1 1 1 i 1 Lane group L T R L T R L T R L T R Volume, V (vph) 14 153 39 31 119 81 43 299 45 158 531 63 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.86 0.86 0.86 0.85 0.85 0.85 0.85 0.85 0.85 0.89 0.89 0.89 Pretimed (P) or actuated (A) A A A A A A A P P A P P Start-up lost time, I, 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 _ 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fiftering/metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane width 12.0 120 120 12.0 12.0 12.0 12.0 120 i20 12.0 12.0 120 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N. Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, GP 1 3.2 3.2 3.2 3.2 Phasing]Y= Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 G= 24.0 G= G= G= 6.0 G= 54.0 G= G= 0 ]Y= 5 IY= Y= Y= 0 Y= 5 iCycleLength,C= 1Y= 1Y= Duration of Analysis, T = 0.25 1 100.0 Lane Group Capacity, Con&o/ Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 16 178 45 36 140 95 51 352 53 178 597 71 Lane group capacity, c 343 447 554 312 447 554 379 1006 1409 563 1006 855 v/c ratio, X 0.05 0.40 0.08 0.12 0.31. 0.17 0.13 0.35 0.04 0.32 0.59 0.08 file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSetfings\Temp\s2k2F.tmp 4/14/2003 �I Detailed Report Page 2 of 2 Total green ratio, g/C 0.33 0.26 0.37 a33 0.26 a37 jaw 0.52 an a59 a52 Uniform delay, d, 24.7 30.7 20.9 24.4 32.4 23.1 12.5 19.1 0.6 16.1 117.2 Progression factor, F 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.19 0.11 0.11 a50 0.11 Q15 0.50 Incremental delay, d2 0.9 0.6 10.1 0.6 12.0 0.4 1 a6 5.7 10.0 2.6 3.2 Initial queue delay, 3 Control delay 25.6 31.3 ' 21.0 25.0 34.4 23.6 13.1 24.8 0.6 18.7 20.3 Lane group LOS C C C C C C B C A B C Approach delay 27.7 28.9 21.5 20.0+ Approach LOS C C C C Intersection delay 23.7 Intersection LOS C NCS2000rm Copyright ® 2000 University of Florida, All Rights Reserved Version 4.Ic file://C:\Documents%2Oand%2OSetfngs\Owner\Local%2OSettings\Temp\s2k23.tmp 4/14/2003 Detailed Report Page 1 of 2 HCS20W DETAILED REPORT General Information Site Information Analyst Michael Agency or Co. Matthew J. Delich, P.E. Date Performed 4110103 Time Period am m Intersection Lemay/Lincoln Area Type All other areas Jurisdiction Fort Collins Analysis Year recen hort long bkgrd total Project ID Volume and Timing triput EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 1 i 1 1 1 1 1 1 1 0 Lane group L T R L T, R L T R L TR Volume, V (vph) 87 195 79 95 254 198 114 710 66 132 522 41 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.97 0.97 0.97 0.88 0.88 0.88 0.96 0.96 0.96 0.93 0.93 0.93 Pretimed (P) or actuated (A) A A A A A A A P P A P P Start-up lost time, 1, 1.0 2.0 2.0 1.0 12.0 2.0 1.0 2.0 2.0 1.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 00 10.0 10.01 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR olumes 0 0 0 0 0 - 0 0 0 0 0 0 0 Lane width 12.0 f2.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, Na 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 3.2 I 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm - 07 08 Timing G= 6.0 G= 26.0. G= G= G= 6.0 G= 52.0 G= IY= G= Y= 0 Y= 5 Y= JY= Y= 0 Y= 5 IY= Duration of Ana is, T = 0.25 Cycle Len C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB 1 NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v g0 81 108 289 225 119 740 69 142 605 Lane group capacity, 253586 t042 321 484 586 349 969 1409 257 958 v/c ratio, X 0.360.14 0.34 0.60 0.38 0.34 0.76 0.05 �0_55 0.63 file://C:\Documents%20and%2OSettings\Owner\Local%2OSetfngs\Temp\s2k23.tmp 4/14/2003 APPENDIX B z M M M M R = right tum S = straight I = IPff him MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.17-02 Observer: City of Fort Collins Day: Tuesday Jurisdiction: Fort Collins 7 Intersection: LemayNine Time Begins Northbound: Lemay Southbound: Lemay Total north/south Eastbound: Vine Westbound: Vine Total east1west Total All L S R Total L S R Total L S I R Total L I S I R Total 7:30 9 57 7 73 36 161 15 212 285 4 45 20 69 13 34 27 74 143 428 7:45 13 70 10 93 25 144 13 182 275 4 33 19 56 15 54 27 96 152 427 8:00 24 51 3 78 30 119 26 175 253 7 24 19 50 9 42 21 72 122 375 8:15 10 61 6 77 31 97 8 136 213 5 30 22 57 8 39 17 64 121 334 7:30.8:30 56 239 1 26 1 321 122 1 521 1 62 1 705 1026 1 20 132 1 80 11 232 45 169 92 306 538 1564 PHF 0.86 0.83 0.84 0.8 4:30 19 132 14 165 19 91 1 8 118 283 13 44 23 80 14 40 40 94 174 457 4:45 29 135 12 176 22 107 8 137 313 9 41 26 76 11 33 49 93 169 482 5:00 16 162 12 190 29 104 3 136 326 10 55 22 87 9 32 46 87 174 500 5:15 9 168 14 191 24 101 9 134 325 16 71 19 106 11 49 42 102 208 533 4:30.5:30 73 597 1 52 722 94 . ;403 , 28 525 1247 1 48 211 1 90 349 45 154 177 376 1 725 1972 PHF 0.95 j 0.96 0.82 0.92 MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 4-3-03 Observer: Michael Day: Thursday Jurisdiction: Fort Collins R = right tum Intersection: Lemay/Lincoln S = straight L = Ian [urn Time Begins 7:15 Northbound: Lemay Souhbound: Lemay Total north/south 196 Eastbound: Lincoln Westbound: Lincoln Total east1west 57 Total All 253 L 9 1 S 45 R 3 Total 57 L 38 S 94 R 7 Total 139 L 3 S 19 R 9 Total 31 L 1 S I 12 R 13 Total 26 7:30 5 44 11 60 29 100 8 137 197 3 32 11 46 3 15 10 28 74 271 7:45 7 60 8 75 36 122 11 169 2" 3 37 14 54 5 24 16 45 99 343 800 12 71 10 93 36 156 18 210 303 2 38 8 48 9 33 22 64 112 415 8:15 16 91 15 122 59 135 18 212' 334 3 51 6 60 9 39 23 71 131 465 8:30 8 77 12 97 27 118 16 161 258 6 1 27 11 44 8 23 120 1 51 95 353 7:45.8:45 43 299 45 387 15$ 531'' 63' 752 1139 14 153 39 206 31 119 81 231 PHF 1 0.79 0.89 1 0.86 L 0.81 437 1 1576 4:15 15 133 11V 112 8 144 303 14 35 20 69 23 49 49 121 190 493 4:30 19 150 14125 8 153 336 10 42 26 78 26 45 60 131 209 545 4:45 26 176 16121 14 171 389 20 49 24 93 25 75 56 156 249 638 5:00 32 182 18146 6 186 418 23 47 20 90 24 71 48 143 233 651 5:15 31 183 16133 12 179 409 24 51 17 92 25 53 49 127 219 628 5:30 25 169 16122 9 159 369 20 48 18 86 21 55 45 121 207 576 4:45.5:45 1114 1710 166 890 1132 1522 141 695 1585 187 1195 179 361 95 1254 1198 1 547 1 908 1 2493 PHF 1 0.96 1 0.93 0.97 1 0.88 1 i SIz6- it II Attachment "B" Transportation Impact Study Pedestrian Analysis Worksheet Origin Rec. Res. Inst Ofc/Bus: Com (Project Site) S fy Recreation Residential Institution (school" church, civic) Office/Business 3 ¢ 2 Commercial Industrial Y: Other (�fy List the pedestrian destinations within 1320' (1.5 miles for schools) of the project boundary in the spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to the project site will be based on the directness, continuity, types of street crossings, walkway surface condition, visual interest/amenity, and security of the selected route(s)_ ( — 2es(D&�un A — 4)0P-Y tf z — 'i' e0N1 M — k)C--ST 3 — A Pis — Sd C11-r1(— ¢ - f•J.e e ,K A 2 Larimer County Urban Area Street Standards January 2, 2001 CA Muc 4 94ti K © F Cce-of-Ao0 T2�P afi�v&AA-(Ioou Am PM 4Aut UsE `7A+t-Y /v our fou our fjANk (Calbe 91Z) 5•o-+KsF 1040 132(D 26 19 37 38 (:;-.to) C7.44) C�G0) 4- IAtuupoWS 123� l(04'� Z� I q 369 37 (3o9.oq) (411. 1-7) ccr. os) CC?. ZS) 4v&P,ACtF 113T 14S& 2(0 19 37 38 AG5 6 Y 4 C4 C of :�ew6sr 0 _;..e o A�� E 1'7 FRoAi f�A -S.C- $OTAL 1-1-ICOGN 4.ugj LEmAV u Pc4) 7'cAr=Fte e_..0v.v7-s ADJusr6D 3456b uPa,u ACTUAL DATA eoe-6MCT67D lit) 13ouf-D&P- +QNb 4avE1-4vb. ( DAiuq MMJ,av r4 e*rs vEkAG6 i,dr93 : z� 3 Chapter 4 — Attachments Attachment A Transportation impact Study Base Assumptions Project Information Project Name 3A u g p_ (2oe Ole A b o Project Location ) � tQu A b F LI f,COL�v LE��I �U rG,2 SEG rioU TIS Assumptions Type of Study Full: yas Intermediate: A/0 Study Area Boundaries North: South: East: West: Study Years Short Range: Z 005' Long Range: 202 r Future Traffic Growth Rate Study Intersections 1. All access drives 5. ;`w 2. [i�ueoG�v �E`ic�i4Y 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00: 4:00 6:00 Sat Noon: Trip Generation Rates �E TE �(7-Ar-rlqCH61>Trip Adjustment Factors Passby: ileje TP G k("t)sooK Captive A Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions A//A Committed Roadway Improvements C rry �ZoulDb Other Traffic Studies / r�l o�: 1C'9.a.'1a-W4/ Areas Requiring Special Study Date: APf-it-. 2 , ZQO 3 Traffic Engineer: Local Entity Engi Latimer County urban Area Street Standards — Repealed and Reenacted October 1. 2oa2 Adopted by Latimer Courrty, City of Loveland, CRY of Fat Cdhm Page 4-3b Z APPENDIX A IV. CONCLUSIONS This study assessed the impacts of the Bank of Colorado on the short range (2005) and long range (2023) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of the Bank of Colorado is feasible from a traffic engineering standpoint. At full development, the Bank of Colorado will generate approximately 1486 daily trip ends, 45 morning peak hour trip ends, and 75 afternoon peak hour trip ends. Current operation at the key intersections is acceptable with existing controls and geometry. Peak hour signal warrants are unlikely to be met at the site access intersections. In the short range (2005) future, given development of the Bank of Colorado and an increase in background traffic, the Lemay/Lincoln intersection is shown to operate acceptably with the current geometry. At the Lemay/Vine intersection, geometric improvements will be required which may not be a prudent expenditure of public or private funds. A contribution by various developments to the ultimate improvement may be a more appropriate course of action. The short range geometry is shown in Figure 10. - In the long range (2023) future, given development of the Bank of Colorado and an increase in background traffic, all of the key intersections are shown to operate acceptably with the recommended geometry and control. Details regarding the intersections related to the two overpasses should be addressed with their designs. The long range geometry is shown in Figure 11. Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi -modal transportation guidelines and future improvements to the street system in the area. 24 their streets and adjacent streets in accordance with Fort Collins Standards. This being the case, pedestrian facilities will exist ' where they currently do not. This is a reasonable assumption. If this does not occur or is not accepted by the City, then acceptable pedestrian level of service cannot be achieved. The Pedestrian LOS Worksheet is provided in Appendix G. The minimum level of service for "transit corridor" is B for all categories, except level of service C for visual interest and amenities. With the assumed future pedestrian facilities along future streets, the pedestrian level of service will ' be acceptable. Bicycle Level of Service Appendix G shows a map of the area that is within 1320 feet of ' the Bank of Colorado. Based upon Fort Collins bicycle LOS criteria, there is one bicycle destinations within 1320 feet of the Bank of Colorado. This is the Walmart Superstore to the south. There are ' bicycle lanes on Lemay Avenue that connect to this bicycle destination. A bicycle LOS worksheet is provided in Appendix G. Transit Level of Service This area of Fort Collins will be served by feeder transit ' service according to the Fort Collins Transit Plan. Appendix G contains a future transit level of service worksheet. Transit level of service will be in the D category, which is acceptable. 23 Din LONG RANGE (2023) GEOMETRY Figure 11 22 of right-of-way on all legs of the intersection and widening of the railroad crossing on the south leg of Lemay Avenue. Given the City plan to build the Lemay Avenue overpass, expenditure of funds, public or private, to improve the existing intersection may not be prudent. Contributions from developments that impact this intersection would be more practical. A funding formula could be determined that provides a fair contribution for all future developments. That formula should have a component that includes the existing traffic that uses that intersection. However, unacceptable operation will occur at the Lemay/Vine intersection at its current location. It is expected that the Lemay Avenue overpass would be necessary. The geometry shown in Figure 10 is the maximum practical geometry at its current location. At the Lemay/Lincoln intersection, the length of the existing westbound left -turn lane on Lincoln Avenue approaching Lemay Avenue almost extends to the proposed site access location. As discussed earlier, this site access will eventually be changed to right-in/right-out. However, until access is gained through the property to the east, it is recommended that the east leg of Lincoln Avenue be widened and striped to have a continuous center left -turn lane. This striping is intended to be "self regulating" for the interim condition. Figure 11 shows a schematic of the long range (2023) geometry at the key intersections. Details regarding the intersections related to the Lemay Avenue overpass should be deferred until the specific designs are proposed. The geometry shown at the Lemay/Lincoln intersection assumes signalization. A preliminary design of this intersection has been prepared by North Star Design. Roundabout Analysis A resolution of the Fort Collins City Council requires a ' roundabout analysis at arterial/arterial and arterial/collector intersections. There are two arterial/arterial intersections considered in this TIS: Lemay/Vine and Lemay/Lincoln. In previous ' studies, Fort Collins staff indicated that the Lemay/Vine intersection did not require analysis due to the complications caused by the proximity of the railroad tracks. Due to the recent improvements at the Lemay/Lincoln intersection, the Fort Collins Traffic Engineer waived the roundabout analysis at this intersection. Pedestrian Level of Service Appendix G shows a map of the area that is within 1320 feet of the Bank of Colorado. There will be four pedestrian destinations within 1320 feet of the Bank of Colorado. These are: 1) the residential area to the north of the site, 2) various commercial/industrial uses along Lemay Avenue and Lincoln Avenue, 3) the residential area to the southeast of the site, and 4) Walmart Superstore. This site is in an area type termed "transit corridor." The level of service determination assumes that future residential and commercial developments will build 21 ,e �r SHORT RANGE (2005) GEOMETRY 20 A& N Figure 10 TABLE 6 Long Range (2023) Total Peak Hour Operation s' F Lemay/Lincoln (signal) EB C D WB C NB B C C SB B C OVERALL B C Lemay/Vine Ramp (signal) WB C C NB B B SB C C OVERALL C C Lemay Ramp/Vine (signal) EB B B WB B A SB C C OVERALL B B Lincoln/Site Access (RT-in/RT-out) SB RT B C LincoWEast Property Access (stop sign) SB LT C C SB RT B C SB APPROACH B C EB LT A A Lemay/Site Access (RT-in/RT-out) WB RT A B 19 TABLE 5 Short Range (2005) Total Peak Hour Operation 18 18 TABLE 3 Short Range (2005) Background Peak Hour Operation TF TABLE 4 Long Range (2023) Background Peak Hour Operation 7,71 17 ISignal Warrants ' As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. Peak hour signal warrants are unlikely to be met at either of the site access intersections, nor are they reasonable candidate intersections for signalization. Operation Analysis Capacity analyses were performed at the key intersections. The operations analyses were conducted for the short range analysis reflecting a year 2005 condition and for the long range analysis reflecting a year 2023 condition. Using the traffic volumes shown in Figure 5, the key intersections operate in the short range (2005) background condition as indicated in Table 3. Calculation forms for these analyses are provided in Appendix C. The Lemay/Lincoln intersection will operate acceptably during the peak hours. The Lemay/Vine intersection will operate unacceptably with the addition of an eastbound and westbound left -turn lane on Vine Drive. ' With the Lemay overpass, acceptable operation can be achieved during both peak hours. However, it is not clear when the Lemay overpass will be constructed. ' Using the traffic volumes shown in Figure 6, the key intersections operate in the long range (2023) background condition as indicated in ' Table 4. Calculation forms for these analyses are provided in Appendix D. The key intersections will operate acceptably during the peak hours with the Lemay overpass configuration at the Lemay/Vine intersection. Using the traffic volumes shown in Figure 8, the key intersections operate in the short range (2005) total peak hours as indicated in Table 5. Calculation forms for these analyses are provided in Appendix E. The Lemay/Vine intersection operates unacceptably similar to that shown in the background condition. With the Lemay overpass, acceptable operation can be achieved during both peak hours. ' Using the traffic volumes shown in Figure 9 and the recommended geometrics, the key intersections operate in the long range (2023) total condition as indicated in Table 6. Calculation forms for these analyses are provided in Appendix F. The key intersections will operate acceptably during the peak hours. Geometry ' Figure 10 shows a schematic of the short range (2005) geometry. The geometry at the Lemay/Lincoln intersection is the current geometry. The geometry at the Lemay/Vine intersection necessary to achieve acceptable operation in its current location, would require acquisition 16 m LO O N C T LO � 2651340 585/475 o 0 LO I m o v �_ o fO co Ict 0CV) N 700/610 f- 660/595 Vine 150/205 4651790 —► +- AM/PM Rounded to Nearest 5 Vehicles 10/15 Site Access r ov o L 8 Q CD LO o rn c� N CD CIA LO ` `-- 130/355 N N rn IT .- N J 0 1 W390 TI 55/155 J 5/10 360/ 351165 l 595/640 —� 2351300 —� 65/125 o o ,n co N o � o co v LONG RANGE (2023) TOTAL PEAK HOUR TRAFFIC 15 c� Q a 0 a m w Ln o LO o T T 35/5 -. - 350/805 Lincoln 105/35 490/605 —► Figure 9 T (0 E to O OO tL C N g v m J - 105/195 265/210 75/50 40/115 7 } Vine 155/285 -i 90/100 to to o 0 0 rn N --*AM/PM Rounded to Nearest 5 Vehicies `\-10/15 fr Site Access 0 0 r` N tj C) O 0 o v o 00 o 901250 Q! to °ID C° N -• 130/275 40/110 J 20/115 7 f r 20/20 165/210 ,n to to 410/430 —� 45/85 N C o to t`nn to cp M SHORT RANGE (2005) TOTAL PEAK HOUR TRAFFIC m Q m n 5110 250/620 Lincoln Figure 8 14 R 2/1 Vine Long Range T (', T Q � a OL c� m Q m a` co Z; ca w O to o� z NOM �- 3/7 -t— 3/7 Lincoln 17/20 7/14 Site Access cc o gym' T � iVC 1 l VJ In T 1 \ O LO N 3/4 6/11 13/7 ) 0/-4 Lincoln 212 _ ( 17/20 2/2 ' -1/-2 M v ©_miil(21 SITE GENERATED Figure 7 PEAK HOUR TRAFFIC 13 �- 2651340 (— 580/475 150/205 465/790 —.► 35/165 —� 230/295 — 65/125 —� 695/610 f 660/595 U) U, m U U Q T m a p CL as ca lli 35/5 -� — 345/800 85/15 490/600 — • AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2023) BACKGROUND PEAK HOUR TRAFFIC A& N Lincoln Figure 6 12 a fa E 0 C:) g m 105/195 N CO T 265/210 70/50 40/115 Vine li 155/285in cO in (D o co rn N -- — AM/PM Rounded to Nearest 5 Vehicles o Lo LO m LO `ocoo ��� °° t° N -� 125/270 pr-- 35/100 20/115 Lincoln 160/205 45/85 aoLo C U o co SHORT RANGE (2005) BACKGROUND PEAK HOUR TRAFFIC N Figure 5 Background Traffic Projections ' Figures 5 and 6 show the respective short range (2005) and long range (2023) background traffic projections. Background traffic projections for the short range future horizon were obtained by ' reviewing the NFRRTP and various traffic studies prepared for this area of Fort Collins. The other traffic studies in this area are for Richard's Lake PUD, Hearthfire PUD, KB Homes, the Lind Property ODP, ' Gillespie (Maple Hill), Waterfield, and Waterglen. In addition to site generated traffic from other developments, existing traffic volumes were increased by 2.25% per year on all area streets. Since ' site generated traffic from other developments would likely be included in the 2.25$ per year increase, background traffic forecasts are considered to be conservative. The street system in the short range (2005) future is essentially as it exists today, with one exception. It is assumed that in the short range future, eastbound and westbound left -turn lanes would be installed ' on Vine Drive at the Lemay/Vine intersection. This is the maximum practical improvement that can be made at this intersection without substantial right-of-way acquisition. As a capital improvement, the ' City of Fort Collins has long considered having Lemay Avenue swing to the east and go over Vine Drive. This would substantially reduce the traffic volumes at the current Lemay/Vine intersection. The Lemay ' Avenue overpass was intended to be funded by a tax referendum that was on the April 2003 ballot. This referendum was not passed and therefore, this, as well as other transportation capital improvement projects, are in jeopardy of not being funded or built in the foreseeable future. The street system in the long range (2023) future will include the Lemay Avenue overpass. This will eliminate the Lemay/Vine ' intersection and the railroad conflicts at the Lemay/Vine intersection. While a design of the overpass and the future intersection configuration is not known, the Lemay/Vine intersection ' was analyzed as two T-intersections with signal control. This is similar to the analyses in other TIS's that involved the Lemay/Vine intersection. ' Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 7 shows the ' site generated peak hour traffic assignment of the Bank of Colorado site. The inset in Figure 7 reflects the long range assignment with access through the property to the east. Figures 8 and 9 show the ' respective short range (2005) and long range (2023) total (site plus background) peak hour traffic at the key intersections with the development of the Bank of Colorado. 10 PIM ' TRIP DISTRIBUTION Figure 4 9 LU Ir ii SITE PLAN Ll Bank appui 5.0 KSF EAST LINCOLN AVENUE SCALE 1"=50' A & N Figure 3 III. PROPOSED DEVELOPMENT The Bank of Colorado is a bank development, located in the northeast quadrant of the Lemay/Lincoln intersection in Fort Collins. Figure 3 shows a site plan of the Bank of Colorado. In the short range future, the Lincoln/Site Access intersection was analyzed as a full -movement intersection and the Lemay/Site Access intersection was analyzed as a right-in/right-out intersection. In the long range future, the access to Lincoln Avenue is expected to be a right- in/right-out access. Full movement access to Lincoln Avenue will be through the property to the east of the Bank of Colorado site. For analysis purposes, it was assumed that the property to the east would have 90,000 square feet of office use in the long range future. The short range analysis (Year 2005) includes development of the Bank of Colorado and an appropriate increase in background traffic due to normal growth and other potential developments in the area. The long range future was assumed to be Year 2023. Trip Generation Trip generation is important in considering the impact of a I development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 6th Edition, ITE, with peak hour adjustments based upon data collected at banks in Loveland and Boulder, was used to estimate trips that would be generated by the proposed/expected uses at this site. Table 2 shows the expected trip generation on a daily and peak hour basis. TABLE 2 Trip Generation !Z-�-- 912 Ddre4n bank 5.0 KSF 26521 1326 5.10 26 3.85 19 7.44 37 7.60 38 912 Drive-in bank 4 Wkxk ws 411.17 1645 6.20 25 4.68 19 9.05 36 9.25 37 Average 1486 26 19 37 38 Trip Distribution Directional distribution of the generated trips was determined for the Bank of Colorado based upon the location of trip productions for these types of land uses and engineering judgment. Future year data was obtained from the NFRRTP and other traffic studies. Figure 4 shows the trip distribution used for the Bank of Colorado. 7 TABLE I Current Peak Hour Operation Wig IUI�,' VIZZ-. w E EB C C WB C c Lemay/Lincoln (signal) NB SB C B OVERALL C B EB c D WB C D Lemay/Vine (signal) NB B C SB C C OVERALL C c w E co O RY m J 921177 c� Niq cID169/154 J � N � -- 45/45 20/48 � � � � Vne 1321211 80/90 —y co rl- N tn a) CN tn M N N N N t04 cf) �� �81/198 cf)tO `o •--119/254 i�, /-31/95 14/87 t ,/ Lincoln 153/195 —+► 't o co 39/79 N -•F— AM/PM RECENT PEAK HOUR TRAFFIC N Figure 2 W Existing Traffic Recent peak hour traffic counts at the key existing intersections are shown in Figure 2. The traffic data for the Lemay/Vine intersection was collected in September 2002. The traffic data for the Lemay/Lincoln intersection was collected in April 2003. Raw traffic counts are provided in Appendix A. Existing Operation The counted intersections were evaluated using techniques provided in the 2000 Highway Capacity Manual. Using the peak hour traffic shown in Figure 2, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix B. A description of level of service for signalized and unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix B. The key intersections operate acceptably overall during both the morning and afternoon peak hours. Acceptable operation at signalized intersections during the peak hours is defined as level of service D or better, overall. At a signalized intersection, any leg or movement operating at level of service E or better is considered to be acceptable. At unsignalized ' intersections, acceptable operation is considered to be at level of service E for any approach leg for an arterial/collector or arterial/ local intersection and level of service C for any approach leg for an collector/local intersection. Pedestrian Facilities Currently, there are pedestrian facilities along the east side of Lemay Avenue, south of Lincoln Avenue. There are also pedestrian facilities along the south side of Lincoln Avenue, east of Lemay Avenue. When these area roads are built to arterial standards, sidewalks will be included in the respective cross sections. Sidewalks will be incorporated within and adjacent to this development. ' Bicycle Facilities Bicycle lanes exist within the cross section of Lemay Avenue and Lincoln Avenue. When these roads are built to arterial standards, bicycle lanes will be included in the respective cross sections. Transit Facilities Currently, this area of Fort Collins is served by Transfort Route 14, which runs along Lincoln Avenue. This route provides one hour service between 6:30am and 6:30pm. 4 SITE LOCATION A& N BURLINGTON NORTHERN RAILROAD Bank FORT Of COLLINS DOWNTOWN OWN AIRPARK Colorado Lincoln cv m J SH14 (Mulberry) 6G c rti F� SCALE: V=2000' Figure 1 3 ' II. EXISTING CONDITIONS The location of the Bank of Colorado is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. This area is considered to be in an office/employment zone according to the Framework Plan Overlay from the East Mulberry Corridor Plan. Land Use ' Land uses in the area are primarily either commercial, industrial, or residential. There are various residential uses to the north and south of the site. The Walmart Superstore is also south of the site. The Link-n-Greens Golf Course is southwest of the site. Industrial uses surrounding the Fort Collins Downtown Airpark are east of the site. There is an existing commercial land use west of the site. The center of Fort Collins lies to the southwest of the proposed Bank of Colorado. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. 1 Roads ' The primary streets near the Bank of Colorado site are Lemay Avenue, Lincoln Avenue, and Vine Drive. ' Lemay Avenue (CR13) is to the west (adjacent) of the Bank of Colorado site. It is classified as a four -lane arterial in this area of ' Fort Collins. Currently, Lemay Avenue has a two-lane cross section north and south of Vine Drive. At Vine Drive, Lemay Avenue has the northbound and southbound approaches in a single lane. The Lemay/Vine intersection has signal control. At Lincoln Avenue, Lemay Avenue has northbound and southbound left -turn lanes, one through lane in each direction, and a northbound right -turn lane. The Lemay/Lincoln intersection has signal control. The existing speed limit in this area is 35 mph. Lincoln Avenue is to the south (adjacent) of the Bank of Colorado ' site. It is classified as a two-lane arterial east of Lemay Avenue and classified as a four -lane arterial west of Lemay Avenue according to the Proposed Street Network from the East Mulberry Corridor Plan. Currently, Lincoln Avenue has a two-lane cross section with auxiliary lanes adjacent to the Bank of Colorado site. At Lemay Avenue, Lincoln Avenue has eastbound and westbound left -turn lanes, one through lane in each direction, and eastbound and westbound right -turn lanes. The existing speed limit in this area is 35 mph. Vine Drive is north of the Bank of Colorado site. It is an east - west street designated as a four -lane arterial on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section in this area. At Lemay Avenue, Vine Drive has the eastbound and westbound approaches in a single lane. The existing speed limit in this area is 35 mph. 2 I. INTRODUCTION This transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Bank of Colorado. The proposed Bank of Colorado is located in the northeast quadrant of the Lemay/Lincoln intersection in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project engineering consultant (North Star Design), the project real estate agent (Doberstein Lemburg Commercial, Inc.), the project owner/developer (Bank of Colorado), and the City of Fort Collins staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines as contained in the "Larimer County Urban Area Street Standards" (LCUASS). A Base Assumptions Form and related information are provided in Appendix A. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 5 3. Site Plan ............................................ 8 4. Trip Distribution .................................... 9 5. Short Range (2005) Background Peak Hour Traffic ...... 11 6. Long Range (2023) Background Peak Hour Traffic ....... 12 7. Site Generated Peak Hour Traffic ..................... 13 8. Short Range (2005) Total Peak Hour Traffic ........... 14 9. Long Range (2023) Total Peak Hour Traffic ............ 15 10. Short Range (2005) Geometry .......................... 20 11. Long Range (2023) Geometry ........................... 22 APPENDIX A Base Assumptions Form/Peak Hour Traffic Counts B Current Peak Hour Operation/Level of Service Descriptions C Short Range Background Traffic Operation D Long Range Background Traffic Operation E Short Range Total Traffic Operation F Long Range Total Traffic Operation G Pedestrian/Bicycle/Transit Level of Service Worksheets TABLE OF CONTENTS Page I. Introduction ......................................... 1 II. Existing Conditions .................................. 2 LandUse ............................................. 2 Roads................................................ 2 Existing Traffic ..................................... 4 Existing Operation ................................... 4 Pedestrian Facilities ................................ 4 Bicycle Facilities ................................... 4 Transit Facilities ................................... 4 III. Proposed Development ................................. 7 Trip Generation ...................................... 7 Trip Distribution .................................... 7 Background Traffic Projections ....................... 10 Trip Assignment ...................................... 10 Signal Warrants ...................................... 16 Operation Analysis ................................... 16 Geometry............................................. 16 Roundabout Analysis..................................21 Pedestrian Level of Service .......................... 21 Bicycle Level of Service ............................. 23 Transit Level of Service .............................23 IV. Conclusions..........................................24 LIST OF TABLES Table Page 1. Current Peak Hour Operation .......................... 6 2. Trip Generation ...................................... 7 3. Short Range (2005) Background Peak Hour Operation .... 17 4. Long Range (2023) Background Peak Hour Operation ..... 17 5. Short Range (2005) Total Peak Hour Operation ......... 18 6. Long Range (2023) Total Peak Hour Operation .......... 19 BANK OF COLORADO NE QUADRANT OF LEMAY/LINCOLN INTERSECTION TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY 2003 Prepared for: Doberstein Lemburg Commercial, Inc. 702 West Drake Road, Bldg E, Suite B-102 Fort Collins, CO 80526 Prepared by: MAT -THEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034