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HomeMy WebLinkAboutCOLUMBINE EAST LONG TERM CARE - PDP - 11-05 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYu II a c c u d V L OI �� Hill a�i y vtzi O ri N Cl)XjCL C/ d bo U V w �U N ao d= L N f/1 V d N V �G Warren Lake Harmony Road > 2•c W lumbine o 3 outh Im Rule Drive c a� \ > l `u E J SCALE: 1"=1000' BICYCLE INFLUENCE AREA 4' 00 U 1111121 I__ Q � C C I__ Q � C C Q � C C Warren Lake Harmony Road lumbine o 3 outh ED m ® �� Rule Drive O c a 3 E J ' SCALE: 1 "=1000' PEDESTRAIN INFLUENCE AREA APPENDIX G HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am Intersection: Rule / Site Access Jurisdiction: Fort Collins t Units: U. S. Customary Analysis Year: recent or bkgd iota Project ID: 0493-Columbine South East/West Street: Rule Drive ' North/South Street: Site Access Intersection Orientation: EW Study period (hrs)• 0.25 ' Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? ' Lanes Configuration Upstream Signal? Minor Street: Approach Movement 3 61 0.85 0.85 3 71 2 -- Undivided 0 1 LT No Northbound 7 8 9 ' L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (o) 'Flared Approach: Exists?/Storage Lanes Configuration Approach Movement Lane Config W 58 0 0.85 0.85 68 0 1 0 TR No Southbound I 10 11 12 I L T R 1 8 0.85 0.85 1 9 2 0 0 / No / 0 0 LR Delay, Queue Length, and Level of Service EB WB Northbound Southbound 1 4 1 7 8 9 1 10 11 12 LT I I LR v (vph) 3 10 'C(m) (vph) 1533 983 v/c 0.00 0.01 95% queue length 0.01 0.03 Control Delay 7.4 8.7 LOS A A Approach Delay 8.7 Approach LOS A ■ 1 4? ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 ' Analysis Time Period pm Intersection: Rule / Site Access Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent <EZ bkgd i�ot Project ID: 0493-Columbine South East/West Street: Rule Drive 'North/South Street: Site Access Intersection Orientation: EW Study period (hrs): 0.25 'Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 34 56 1 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 5 39 65 1- Percent Heavy Vehicles 2 -_ Median Type/Storage Undivided / Channelized? 'RT Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No ' Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ' Volume 1 3 Peak Hour Factor, PHF 0.85 0.85 Flow Rate, HFR 1 3 'Hourly Percent Heavy Vehicles 2 0 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage % No / Lanes 0 0 Configuration LR ' Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound 1 4 7 8 9 10 11 12 'Movement Lane Config LT LR v (vph) 5 4 'C(m) (vph) 1536 969 v/c 0.00 0.00 95% queue length 0.01 0.01 Control Delay 7.4 8.7 LOS A A Approach Delay 8.7 ' Approach LOS A 4� ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am ' Intersection: Lemay / Site Access Jurisdiction: Fort Collins Units: U. S. Customary ' sis Year: recent Analysis bkgd 't�otaj,^7 Project ID: 0493-Columbine Sout�" East/West Street: Site Access North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 548 1 5 802 Peak -Hour Factor, PHF 0.96 0.96 0.86 0.86 Flow Rate, HFR 570 1- 5 932 'Hourly Percent Heavy Vehicles 2 - Median Type/Storage TWLTL / 1 Channelized? 'RT Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 T R I L T R 'L Volume 1 10 Peak Hour Factor, PHF 0.85 0.85 Flow Rate, HFR 1 11 'Hourly Percent Heavy Vehicles 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/'Storage No Lanes 0 0 Configuration LR ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound 1 4 1 7 8 9 I 10 11 12 'Movement Lane Config L I LR I v (vph) 5 12 C(m) (vph) 998 656 v/c 0.01 0.02 95% queue length 0.02 0.06 Delay 8.6 10.6 'Control LOS A B Approach Delay 10.6 Approach LOS B ' 41 ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 ' Analysis Time Period: am pm Intersection: Lemay / Site Access Jurisdiction: Fort Collins ' Units: U. S. Customary tshor Analysis Year: recenbkgd tota Project ID: 0493-Columbine South East/West Street: Site Access ' North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 776 1 8 328 Peak -Hour Factor, PHF 0.85 0.85 0.91 0.91 Hourly Flow Rate, HFR 912 1- 8 360 Percent Heavy Vehicles 2 -- Median Type/Storage TWLTL / 1 RT Channelized? ' Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No ' Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 'L T R L T R Volume 0 3 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 0 3 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config L LR v (vph) 8 3 'C(m) (vph) 742 551 v/c 0.01 0.01 95% queue length 0.03 0.02 Delay 9.9 11.6 'Control LOS A B Approach Delay 11.6 Approach LOS B 1 40 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am <ZM::> Intersection: Wheaton / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short bkgd tota Project ID: 0493-Columbine South East/West Street: Rule Drive ' North/South Street: Wheaton Drive Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments ' Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 30 20 59 30 Peak -Hour Factor, PHF 0.89 0.89 0.85 0.85 Hourly Flow Rate, HFR 33 22 69 35 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No ' Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R ' Volume 19 39 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 22 45 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Approach: Exists?/Storage / 'Flared Lanes 1 1 Configuration L R ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound 1 4 7 8 9 I 10 11 12 'Movement Lane Config LT L R v (vph) 33 22 45 C(m) (vph) 1488 798 973 v/c 0.02 0.03 0.05 95% queue length 0.07 0.08 0.15 Control Delay 7.5 9.6 8.9 LOS A A A Approach Delay 9.1 Approach LOS A 1 �9 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period:cvjpm Intersection: Wheaton / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent <short bkgd tota Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Wheaton Drive Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 33 62 23 23 Peak -Hour Factor, PHF 0.88 0.88 0.85 0.85 Hourly Flow Rate, HFR 37 70 27 27 Percent Heavy Vehicles 2 -- -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 26 10 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 30 11 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB westbound Eastbound 1 4 1 7 8 9 I 10 11 12 LT I I L R v (vph) 37 30 11 C(m) (vph) 1551 786 1031 v/c 0.02 0.04 0.01 95% queue length 0.07 0.12 0.03 Control Delay 7.4 9.8 8.5 LOS A A A Approach Delay 9.4 Approach LOS A ?12, ' HCS2000: Signalized Intersections Release 4.1e Analyst: Joseph Inter.: Lemay / Oakridge ' Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 12/2/2004 Jurisd: City of Fort Collins Period: am < m Year ; hor bkgd,-Total Project ID: 0493 - Columbine South ' E/W St: Oakridge Drive NIS St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY ' I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes 1 1 1 1 1 1 1 0 1 1 2 0 1 1 2 0 1 'LGConfig I L T R I L TR I L TR I L TR 1 Volume 145 29 112 151 44 179 182 434 42 186 644 80 1 Lane Width 112.0 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 1 ' RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas ' Signal Operations Phase Combination 1 2 3 4 1 5 6 7 EB Left P I NB Left P Thru P 1 Thru P ' Right P 1 Right P Peds X 1 Peds X WB Left P I SB Left P ' Thru P 1 Thru P Right P 1 Right P Peds X I Peds X NB Right 1 EB Right 'SB Right 1 WB Right Green 18.0 32.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 60.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 293 977 0.18 0.30 T 559 1863 0.06 0.30 R 475 1583 0.28 0.30 'Westbound L 411 1369 0.15 0.30 TR 492 1639 0.53 0.30 Northbound L 286 537 TR 1867 3500 Southbound L 433 812 TR 1860 3488 16.9 B 15.2 B 17.5 B 17.0 B 16.1 B 21.6 C 20.6 C 0.34 0.53 11.1 B 0.30 0.53 8.2 A 8.6 A 0.23 0.53 8.7 0.46 0.53 9.5 Intersection Delay = 11.6 (sec/veh) A A 9.4 A Intersection LOS = B W secs 37 HCS2000: Signalized Intersections Release 4.le Analyst: Joseph Inter.: Lemay / Oakridge Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 12/2/2004 Jurisd: Citv of Fort Collins Period: am pm Year short bkgd T to a Project ID: 0493 - Columbine South E/W St: Oakridge Drive NIS St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes 1 1 1 1 1 1 1 0 1 1 2 0 1 1 2 0 1 LGConfig I L T R I L TR I L TR I L TR 1 Volume 134 22 23 131 10 147 144 582 153 1151 282 46 1 Lane Width 112.0 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 EB Left P 1 NB Left P Thru P 1 Thru P ' Right P 1 Right P Peds X 1 Peds X WB Left P 1 SB Left P ' Thru P 1 Thru P Right P 1 Right P Peds X I Peds X NB Right I EB Right 'SB Right I WB Right Green 17.0 33.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 60.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS nay UuUuiiu L 343 1211 0.12 0.28 T 528 1863 0.05 0.28 R 449 1583 0.06 0.28 ' Westbound L 391 1379 0.08 0.28 TR 454 1602 0.37 0.28 16.6 B 15.8 B 16.2 B 15.9 B 16.2 B 19.6 B 19.0 B ' Northbound L 537 976 0.10 0.55 6.8 A TR 1890 3436 0.46 0.55 8.9 A 8.8 A Southbound L 294 535 0.61 0.55 18.1 B ' TR 1910 3472 0.20 0.55 7.1 A 10.5 B Intersection Delay = 10.9 (sec/veh) Intersection LOS = B secs 36 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9r�/2004 ' `�:� Analysis Time Period: am Intersection: Lemay / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent hort bkgd total Project ID: 0493-Columbine South East/West Street: Rule Drive ' North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): 0.25 Volumes and Adjustments 'Vehicle Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 15 493 3 61 731 11 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.86 0.86 0.86 Flow Rate, HFR 15 513 3- 70 849 12 'Hourly Percent Heavy Vehicles 2 2 Median Type/Storage TWLTL / 1 Channelized? 'RT Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No Minor Street: Approach westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R ' Volume 16 1 44 12 1 10 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 18 1 51 14 1 11 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (a) 0 0 Flared Approach: Exists?/Storage / Lanes 0 1 1 0 1 1 Configuration LT R LT R ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L L 1 LT R I LT R v (vph) 15 70 19 51 15 11 'C(m) (vph) 776 1046 269 741 195 573 v/c 0.02 0.07 0.07 0.07 0.08 0.02 95% queue length 0.06 0.21 0.23 0.22 0.25 0.06 Delay 9.7 8.7 19.4 10.2 25.0- 11.4 'Control LOS A A C B C B Approach Delay 12.7 19.2 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph . Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: pm Intersection: Lemay / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor bkgd total Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrsy: 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4- 5 6 L T R L. '. T R 8 Volume 22 718 12 26 294 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.91 0.91 0.91 Hourly Flow Rate, HFR 25 844 14 28 323 8 Percent Heavy Vehicles 2 -- -- 2 Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 3 1 53 6 0 11 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 3 1 62 7 0 12 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 0 1 1 0 1 1 Configuration LT R LT R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 Lane Config L L LT R LT 12 R v (vph) 25 28 4 62 7 12 C(m) (vph) 1225 779 245 574 326 849 v/c 0.02 0.04 0.02 0.11 0.02 0.01 95% queue length 0.06 0.11 0.05 0.36 0.07 0.04 Control Delay 8.0 9.8 19.9 12.0 16.3 9.3 LOS A A C B C A Approach Delay 12.5 11.9 Approach LOS B B 34 APPENDIX F 33 HCS2000: Unsignalized:Intersections Release 4.1d , TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph , Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am® Intersection: Wheaton / Rule ' Jurisdiction: Fort Collins' Units: U. S. Customary Analysis Year: recent hort kgd total ' Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Wheaton Drive Intersection Orientation: NS Study period (hrs): ' 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound_ , Movement 1 2 3 14 5 6 L_. T R I L T R 30 Volume 30 20 59 Peak -Hour Factor, PHF 0.89 0.89 0.85 0.85 Hourly Flow Rate, HFR 33 22 69 35 Percent Heavy Vehicles 2 -- -- -- -- , Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 ' Configuration LT TR Upstream Signal? No No ' Minor Street: Approach Westbound Eastbound Movement 7 .8 9 I 10 11 12 . L T R I L T R - 39 ' Volume 18 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 21 45 Percent Heavy Vehicles 2 2 , Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I L R ' v (vph) 33. 21 45 C(m) (vph) 1488 798 ' 973 v/c 0.02 0.03 0.05 95% queue length 0.07 0.08 0.15 Control Delay 7.5 9.6 8.9 LOS A A A , Approach Delay 9.1 Approach LOS A �I ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 'Analysis Time Period:Qpm Intersection: Wheaton / Rule Jurisdiction: Fort Collins 'Units: U. S. Customary Analysis Year: recent short k total Project ID: 0493-Columbine South East/West Street: Rule Drive 'North/South Street: Wheaton Drive Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ' Volume 33 62 23 22 Peak -Hour Factor, PHF 0.88 0.88 0.85 0.85 Hourly Flow Rate, HFR 37 70 27 25 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No ' Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 ' L T R L T R Volume 25 10 Peak Hour Factor, PHF 0.85 0.85 'Hourly Flow Rate, HFR 29 11 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R ' Delay, Queue Length, and Level of Service Approach NB SB Westbound 'Movement 1 4 1 7 8 9 10 Lane Config LT I L v (vph) ,C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Eastbound 11 12 R 37 29 11 1554 186 1031 0.02 0.04 0.01 0.07 0.11 0.03 7.4 9.8 8.5 A A A 9.4 A V HCS2000: Signalized Intersections Release 4.le Analyst: Joseph Inter.: Lemay / Oakridge Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 12/2/2004 Jurisd: City of rt Collins Period: am ® Year ort bk d otal Project ID: 0493.- Columbine South E/W St: Oakridge Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound Westbound I Northbound I Southbound 1 I L T R I I L T R I L T R I L T R No. Lanes I I 1 1 2 0 I i 1 1 2 0 1 I 1 1 1 1 1 1 0 LGConfig I L T R I L TR I L TR I L TR 1 Volume 145 29 112 151 44 179 182 419 42 186 637 80 1 Lane Width 112.0 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P J NB Left P Thru P I Thru P Right P 1 Right P Peds X i Peds X WB Left P SB Left P Thru P 1 Thru P Right P Right P Peds X 1 Peds X NB Right EB Right SB Right 1 WB Right Green 18.0 32.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/C g/C Delay LOS Delay LOS Eastbound L 293 977 0.18 0.30 16.9 B ' T 559 1863 0.06 0.30 15.2 B 17.0 B R 475 1583 0.28 0.30 17.5 B Westbound ' L 411 1369 0.15 0.30 16.1 B TR 492 1639 0.53 0.30 21.6 C 20.6 C Northbound , L 290 544 0.33 0.53 11.0 B TR 1866 3499 0.29 0.53 8.1 A 8.6 A ' Southbound L 444 832 0.23 0.53 8.6 A TR 1860 3487 0.45 0.53 9.4 A 9.3 ' A Intersection Delay = 11.6 (sec/veh) Intersection LOS = B �d HCS2000: Signalized Intersections Release 4.le Analyst: Joseph Inter.: Lemay / Oakridge Matthew J. Delich, P.E. Area Type: A11 other areas 'Agency: Date: 12/2/2004 Jurisd: City of Fort Collins Period pm Year short k Total Project ID: 0493 - Columbine South ' E/W St: Oakridge Drive N/S St: Lemay Avenue No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 Westbound I Northbound 1 Southbound 1 I L T R I L T R I L T R I L T R I' I I I I I I 1 1 1 1 1 1 0 1 1 2 0 1 1 2 0 i I L T R I L TR I L TR I L TR 1 134 22 23 131 . 10 147 144 577 153 1151 271 46 1 112.0 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 1 1 0 1 0 1 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 EB Left P 1 NB Left P Thru P 1 Thru P Right P 1 Right P ' Peds X 1 Peds X WB Left P 1 SB Left P Thru P 1 Thru P Right P 1 Right P Peds X j Peds X NB Right 1 EB Right ' SB Right 1 WB Right Green 17.0 33.0 Yellow 3.0 3.0 ' All Red 2.0 2.0 Cycle Length: 60.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS 'Eastbound L 343 1211 0.12 0.28 T 528 1863 0.05 0.28 R 449 1583 0.06 0.28 Westbound L 391 1379 0.08 0.28 TR 454 1602 0.37 0.28 ' Northbound L 543 988 0.10 0.55 TR 1889 3435 0.45 0.55 tSouthbound L 297 540 0.60 0.55 ' TR 1909 3470 0.20 0.55 16.6 B 15.8 B 15.9 B 16.2 B 19.6 B 6.8 A 8.9 A 16.2 B 19.0 B 8.8 A 17.7 B 7.0 A 10.5 B Intersection Delay = 10.9 (sec/veh) Intersection LOS = B E:i secs Al HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP'.CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am Intersection: Lemay / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor bk total Project ID: 0493-Columbine Sou East/West Street: Rule Drive North/South Street: Lemay Avenue Intersection Orientation:.NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach . Northbound - Southbound Movement l .2 3 1 4 5 6. L T R L T R Volume 15 492 2 59 730 11 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 512 2 68 848 12 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage TWLTL_ / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 1 39 12 1 10 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 15 1 45 14 1 11 Percent Heavy Vehicles 2 2 2 2- 2 2 Percent Grade M 0 0 Flared Approach: Exists?/Storage Lanes 0 1 1 0 1 1 Configuration LT R LT R Delay, Queue Length, and Level of Service . Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L L I LT R LT R v (vph) 15 68 16 45 15 11 C(m) (vph) 777 1048 270 742 198 573 v/c 0.02 0.06 0.06 0.06 0.08 0.02 95% queue length 0.06 0.21 0.19 0.19 0.24 0.06 Control Delay 9.7 8.7 19.2 10.2 24.7 11.4 LOS A A C B C B Approach Delay 12.5 19.1 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 'Analysis Time Period Q pm. Intersection: Lemay / Rule Jurisdiction: Fort Collins 'Units: U. S. Customary Analysis Year: recent short kgd .total Project ID: 0493-Columbine South East/West Street: Rule Drive 'North/South Street: Lemay Avenue Intersection Orientation: NS Study period '(hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 I .4 5 6 L T R I L' T R Volume 22 717 10 23 294 8 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.91 0.91 0.91 Hourly Flow Rate, HFR 25 843 11 25 323 8_ Percent Heavy Vehicles 2 2 Median Type/Storage TWLTL / 1 RT Channelized? ' Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No Minor Street: Approach. Westbound Eastbound Movement 7 8 9 I 10 11 12 ' L T R I L T R Volume 2 1 51 6 0 11 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 2 1 59 7 0 12 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 0 1 1 0 1 1 Configuration LT R LT R ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound 1 4 i 7 8 9 I 10 11 12 'Movement Lane Config L L I LT R I LT R 'v (vpn) C (m) (vph) v/c 15% queue length Control Delay LOS Approach Delay ' Approach LOS 25 25 3 59 7 12 1225 781 250 576 330 849 :0.02 0.03 0.01 0.10 0.02 0.01 0.06 0.10 0.04 0.34 0.06 0.04 8.0 9.8 19.6 12.0 16.1 9.3 A A C B C A 12.3 11.8 B B ;X7 No Text 11) iz -1 I� I w w . g_ 0w 2 g z lgz z— � O z T ac 0 w w N w z CC SU® � S . • Y Q co TB T 8 I o o LO . W `n W i Q rM Z � O� U 0 � _ c ro co ro v o Cl) CL 0- _ (1.. > .T_ E. a 3 _ ro . U R - O N )_ CC: _ O C1 O 0 00 n. 00 .-6m 0 �o LL :E ^m, o . o +- O J.. Q Ili (1 - ro V' ro Vl y cq o 0 C 0 rn 0W F- _1 CU Cto coE o J Ad S oo �_. co T 0 E WjH0.Nc 8 ... n. 3 0 U o p N �o� J. 0 CL o LO o a ? `� L\ r o W Hdn - HOb'Olid t1 mon JIH 133HI UO IW r6 Jv , Q CC 0 8 T T • Y �I 0 co 1 8 J Z T � I 8 O co Q� J W o Q E - lit Cc: 0. co _ w cL o Q ocu N F- �Qo 1 T O O O per. o ca 0 T z co OWE cc�' 0o W (D QW o ; Q.' d o me o ' 1 a) E m OW r-o� f-- U E o. W _ T E y - " w 2 W> C 0 H- i3o r U) o U t/> O oa k � Q r � ' © 1 No Text Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Mixed use Low density mixed use All other Intersection type Commercial 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 l Stop sign control N/A C C C (collector/local—any approachleg) mitigating measures required " considered normal in an urban environment UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS a, l HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich P.E. Date Performed: 11/9/2004 Analysis Time Period:" am;(tZ:� Intersection: Wheaton / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: rece short bkgd total Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Wheaton Drive Intersection.Orientation: NS Study,period (hrs): Vehicle Volumes and Adjustments Major Street.:.: Approach Northbound Southbound Movement 1 2 3 1 4_ 5 6 L T R I L T R 0.25 Volume 30_ 20 59 30 Peak -Hour Factor, PHF 0.89 0.89 0.85 0.85 Hourly Flow Rate, HFR 33 22 69 35 Percent Heavy Vehicles 2 -- -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 18 39 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 21 45 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R Approach Movement Lane Config v (vph) C(m) (vph). v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 I 7 8 9 I 10 11 LT 1 I L' 12 R -1 -1 21 45 1488 798 973 0.02 0.03 0.05 0.07 0.08 0.15 7.5 9.6 8.9 A A A 9.1 A a0 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 'Analysis Time Period: am pm Intersection: Wheaton / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: 2re short Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Wheaton Drive Intersection Orientation: NS bkgd total Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 33 62 23 22 Peak -Hour Factor, PHF 0.88 0.88 0.85 0.85 Hourly Flow Rate, HFR 37 70 27 25 Percent Heavy Vehicles 2 -- -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 25 10 Peak Hour Factor, PHF 0.85 0.85 Flow Rate, HFR 29 11 'Hourly Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 12 rMovement Lane Config LT, I I L R v (vph) 37 29 11 'C(m) (vph) 1554 786 1031 v/c 0.02 0.04 0.01 95% queue length 0.07 0.11 0.03 Control Delay 7.4 9.8 8.5 LOS A A A Approach Delay 9.4 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1d, TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am Intersection: Lemay / Oakridge Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: <ece short bkgd total - Project ID: 0493-Columbine South East/West Street: Oakridge Drive North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): Vehicle Volumes and Adjustments Major Street: Approach .:Northbound Southbound. Movement 1 2 3 1 4 5 6 L T R I L T R Volume 82 398 38 79 605 Peak -Hour Factor,.PHF 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 96 468 44 92 711 Percent Heavy Vehicles 2 -- -- .2 -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No 0.25 0.85 94 Minor Street: Approach- Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 46 44 137 45 29 112 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 54 51 161 52 34 131 Percent Heavy Vehicles 2 2 2 2 2. 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 1 1 0 1 1 1 Configuration L TR L T R Approach Movement Lane Config v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 L- L i L TR I L T 96 92 54 212 52 34 815 1050 152 381 .138 174 0.12 0.09 0.36 0.56 0.38 0.20 0.40 0.29 1.48 3.26 1.58 0.70 10.0+ 8.8 41.2 25.7 46.1 30.6 B A E D E D 28.8 23.5 D C 12 R 131 598 0.22 0.83 12.7 B /Q ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period:( -a -), pm Intersection: emay / Oakridge- Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: mbine recen short bkgd total Project ID: 0493-ColuSouth East/West Street: Oakridge Drive 'North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1. 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF IHourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration _ Upstream Signal? Minor Street: Approach Movement 44 546 150 115 257 46 0.85 0.85 0.85 0.85 0.85 0.85 51 642 176 135 302 54 2 -- -- 2 -- -- TWLTL / 1 1 2 0 1 2 0 L T TR L T TR No No Westbound Eastbound 7 8 9 I< 10 111 12 j L T R I L T R Volume 27 10 78 34 22 23 Peak Hour Factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 Hourly Flow Rate, HFR 29 10 83 39 25 27 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 1 1 0 1 1 1 Configuration L TR L T R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 .11 12 Lane Config L L I L TR I L T R v (vph) 51 135 29 93 39 25 27 C(m) (vph) 1199 806 199 494 219 157 834 v/c 0..04 0.17 0.15 0.19 0.18 0.16 0.03 95% queue length 0.13 0.60 0.50 0.69 0.63 0.55 0.10 Control Delay 8.1 10.4 26.2 14.0 25.0- 32.2 9.5 LOS A B D B C D A Approach Delay 16.9 22.4 NApproach LOS C C /7 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period: am Intersection: Lemay / Rule Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short Project ID: 0493-ColSouth East/West Street: Rule Drive North/South Street: Lemay Avenue Intersection Orientation: NS bkgd total Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 15 467 2 59 693 11 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 486 2 68 805 12 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 .0 1 2 0 Configuration L T TR L T TR Upstream Signal? No No Minor Street: Approach Westbound . Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 13 1 39 12 1 10 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 15 1 45 14 1 11 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade ($) 0 0 Flared Approach: Exists?/Storage Lanes 0 1 1 0 1 1 Configuration LT R LT R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L L I LT R I LT R v (vph) 15 68 16 45 15 11 C(m) (vph) 807 1071 283 757 210 593 v/c 0.02 0.06 0.06 0.06 0.07 0.02 95% queue length 0.06 0.20 0.18 0.19 0.23 0.06 Control Delay 9.5 8.6 18.5 10.1 23.5 11.2 LOS A A C B C B Approach Delay 12.3 18.3 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: Joseph Agency/Co.: Matthew J. Delich, P.E. Date Performed: 11/9/2004 Analysis Time Period pm Intersection: Lemay / Rule Jurisdiction: Fort Collins Units: U. S. Customary ' Analysis Year: <recen short bkgd total Project ID: 0493-Columbine South East/West Street: Rule Drive North/South Street: Lemay Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments ' Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? ' Lanes Configuration Upstream Signal? Minor Street: Approach Movement 22 683 10 0.85 0.85 0.85 25 803 11 2 -- -- TWLTL 1 2 0 L T TR No Westbound 7 8 L T ' Volume 2 1 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 2 1 Percent Heavy Vehicles 2 2 Percent Grade (%). 0 Flared Approach: Exists?/Storage Lanes 0 1 1 Configuration LT R Approach Movement Lane Config v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS N 0.85 59 2 23 276 8 0.91 0.91 0.91 25 303 8 2 -- -- / 1 1 2 0 L T TR No Eastbound 10 11 12 L T R 6 0 11 0.85 0.85 0.85 7 0 12 2 2 2 0 0 1 1 LT R Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 10 11 12 L L I LT R LT R 25 25 3 59 7 12 1246 809 264 593 345 862 0.02 0.03 0.01 0.10 0.02 0.01 0.06 0.10 0.03 0.33 0.06 0.04 7.9 9.6 18.8 11.7 15.7 9.2 A A C B C A 12.1 11.6 B B /S 11 11 11 11 n APPENDIX C I 1 11 14 1' CO Z to 0 0 .W.1 = Li am w _ 2 cul o W y+ U = C� CMm S —J w O to LL O 'LLJ = o 0 m ' Z ^ cn uj aZa W 2 J J c � ' Q N a 2 O ''^^ v/ m "a NN L J Cd 4, <'? y a w T ' F- o 0 C Y L OI �L (A u n cl� U) -cm oa AOL- h io d 04 FO- L M N d O F Q' .a C 3 O N G/ J c C 7 O co Lo w -J d O) C�. N L 0 N am Cl) O N C) F -M O C A W C t w 3 y J m C 7 O a N rn N M L O L w d C W> n r� r uo eo J N F- Z u, H � c c O 0 0 () U U JB. LL ti rn ui U L: y :a Y Ca 22 LJIW it O U D 2 o N / � � W U LL E w w z w ;_ UJ a H N 0 0 J C Q N (L O U)cc T N Of G —1 L? H m 00 Q w T 0 � �SWRPII F I M I <t I W.) I to N N N Q_ jy Vi O (D fh N 3 J ch o D ao Of M a0 cn O c _ to A W J co co w _ .� 0 FO— t G N M O M to N O c rn v o _ a y o - L s 7 _J � N 00 OMO I N M N 04 cn C _ y � v rn o .a t 0 2 J rn V cD N it N C E � m CD ti a ti O CO I W J mmmm moan moon aoaMEMMI � N N N a, co co oN cD V M r- N N V V M N N N <D f� O to D N N mo tD W M o o 00 rn rn '7 I a} I rn l Y7 1 1 1 r 1 CO) ~ 1 fA C O _ o lJJ Cc o J = LL V ui d > _ y c C 0 3 W 'D w Ov O ¢ �o U- m 1� W J N fL °' a ~ N O c 0 r Q N J a � 0 C d A N a w w T � � ca 0 r r r C _ � t _O L D cn b N u r n w U) t0 N N co N GO 100 cc �. co ti ao O 3 � CD, CZ)CD o .-- N J O O O N O 7 0 A w J N N w N C N N N N 0 c Co TM A �. ti N N M C 0 N cr0 ti cco to 0 ( n J M OO �A O- H may- ARE N M C 3 N V M L 0 N m O Z J oo cp Cl) N E CCD C7) it i� o0 00 J ease MEMO mmom ■mm0 emm V N M N CV � to p Q O — N M Ln () to O (:::, � N N (n I 4) I U') No Text J Gravity Model Data NORTH SOUTH EAST WEST Zone Emp. Zone Emp. Zone Emp. Zone Emp. 1/2 119 665 1/2 115 257 1/2122 708 . 112115 257 1/2 122 707 3/4 120 547 1/2 123 807 1/2 119 664 1/2123 807 76 485 1/2 131 371 1/2 59 1026 1 /2 131 371 116 752 1 /4120 182 1 /2 77 1027 11259 1025 128 649 1/4 124 134 1/2 78 653 1 /2 77 1027 133 704 3/4 118 242 1 /4 83 0 1/2 78 653 295 87 48 76 50 337 114 118 81 297 2 49 592 51 447 3/4 124 404 317 196 93 23 52 1539 3/4 83 0 318 473 94 580 53 1098 67 1755 323 524 117 1811 54 461 68 1138 325 206 121 1479 60 2177 81 722 326 373 132 900 73 2218 82 0 327 137 74 1657 125 794 605 1 75 495 129 31 616 57 79 1 130 2626 80 0 134 872 135 52 136 153 137 756 138 522 139 975 140 1294 Total Emp. 17,430 Total Emp. 5,450 Total Emp. 7,905 Total Emp. 14,057 Distribution 38.87% Distribution 12.15% Distribution 17.63% Distribution 31.35% 0 No Text No Text N ' AM/PM 1 TRIP DISTRIBUTION Figure 4 ' � s Warren Lake Harmony Road a� 'c N Columbine South o P Rule Farm Rule Drive ca c a J J SCALE: 1 "=1000' SITE LOCATION 4 Figure 1 ' 4 ZATO- O• 1-7 /453umGb 'O(g&CrtoAjAC {7i5Tre rsortoou ,Aj — 7o ' our 30 1 t Iqe Cis S . To 4&-xt x y Av&wo&�;-- e�GI tR`m!; 4 — Attachments Attachment A Transportation Impact Study Base Assumptions project Information Project Name Col U,f t f A) C T[ Project Location hj6" QUA C 6A /4) TSr4 t TIS Assumptions Type of Study Full: Intermediate: SJ�s Study Area Boundaries North: <3t Z-G7 South: �u46 East: W µ&ATaJ Study Years Short Range: 2 Future Traffic Growth Rate 2, Z 7 cv 5 %PA �['� West: /� u A y long Range:�Y2Q,�� Study Intersections ves 1. AllLAM 5. 2-4&Ar-G'-6' 3. J U7. 8. Time Period for Study Trip Generation Rates AM: 7:00-9:0 M: 4:02±0P 1 Sat Noon: A/0 g,2 TE Trip djustment Factors Passby: 77nCagtive /ket: �/�A Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions All A Committed Roadway Improvements Other Traffic Studies {/6Q i TAG6r K,E( S T[Aa1 trc" u6=r= SUfT6S I40Tr6rCr �DNr�d1u«JQ T 'tlra4' COt�IM A�lT AT ©AK A446i Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engi Larimer County Urban Area Street Standards — Repealed and Reenacted October 1, 2002 Page 4-35 Adopted by Latimer County, City of Loveland, City of Fort Collins APPENDIX A IV. CONCLUSIONS This intermediate transportation impact study assessed the impacts of Columbine South Development on the short range (2006) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of Columbine South Development is feasible from a traffic engineering standpoint. A nursing home with 131 beds, Columbine South Development will generate approximately 310 daily trip ends, 23 morning peak hour trip ends, and 29 afternoon peak hour trip ends. Currently, the key intersections operate acceptably with current control and geometry. In the short range (2006) future, signals will not likely be warranted at the Lemay/Rule intersection. Signals are warranted and will be installed at the Lemay/Oakridge intersection. In the short range (2006) background traffic future, the key intersections will operate acceptably. - In the short range (2006) future, given full development of Columbine South Development and an increase in background traffic, the key intersections will operate acceptably. The recommended short range (2006) geometry is shown in Figure 9. ' - Acceptable level of service for pedestrian and bicycle modes will be achieved for all factors. The transit level of service will be acceptable in the future. 19 A& N Oakridge Drive 1 �- 1 �t �- a a= o` 1 oc 1 � Rule Drive y 1 FUNCTIONAL GEOMETRY / NOT STRIPED ' - Denotes Lane SHORT RANGE GEOMETRY Figure 9 18 ' The short range (2006) geometry is shown in Figure 9, which reflects the existing geometry at the key existing intersections. ' Pedestrian Level of Service ' Appendix G shows a map of the area that is within 1320 feet of the Columbine South Development. The Columbine South Development is located within an area termed as "transit corridor," which sets the level of ' service threshold at LOS B for all measured categories, except visual interest and amenities, which is C. There are four destination areas within 1320 feet of the proposed Columbine South Development: 1) the commercial areas to the north, 2) the residential/commercial areas to the east, 3) the residential areas to the south, and 4) the residential/commercial areas to the west. In most cases, sidewalks ' are completed within the pedestrian influence area. It is assumed that sidewalks will be completed as properties develop. Appendix G contains a Pedestrian LOS Worksheet. Bicycle Level of Service ' Appendix G shows a map of the area that is within 1320 feet of Columbine South Development. The bicycle priority destinations are the commercial centers to the north and northwest. Based upon Fort ' Collins bicycle LOS criteria, the minimum level of service threshold for bicycles is LOS C. There are bicycle facilities along Wheaton Drive and Lemay Avenue. The Columbine South Development is directly connected to the bike lanes on Lemay Avenue. This achieves level of service B connectivity. Transit Level of Service This area is not currently served by Transfort. Since this is an intermediate transportation impact study the long range transit system and long range transit level of service is not relevant. However, the Columbine South Development is located within 1320 feet of a future ' "enhanced travel corridor" along Harmony Road. In the future, transit service will be improved as depicted on the Fort Collins Transit System Plan. The future level of service will be in the B category. 17 TABLE 4 Short Range (2006) Total Peak Hour Operation Intersection Movement Level of Service. AM PM Lemay/Rule (stop sign) NB LT A A SB LT A A WB LT/T C C WB RT B B WB APPROACH B B EB LT/T C C EB RT A - B-EB APPROACH B C Lemay/Oakridge (signal) EB LT B B EB T B B EB RT B B EB APPROACH B B WB LT B B WB T/RT B C WB APPROACH B C NB LT A B NB T/RT A A NB APPROACH A A SB LT B A SB T/RT A A SB APPROACH B A OVERALL B B Wheaton/Rule (stop sign) NB LT A A EB LT A A EB RT A A EB APPROACH A A Lemay/Site Access (stop sign) SB LT A A WB LT/RT B B Rule/Site Access (stop sign) EB LT A A SB LT/RT A A 16 TABLE 3 Short Range (2006) Background Peak Hour Operation Intersection Movement Level of Service. AM PM Lemay/Rule (stop sign) NB LT A A SB LT A A WB LT/T C C WB RT B B WB APPROACH B B EB LTfT C C EB RT A B EB APPROACH B C Lemay/Oakridge (signal) EB LT B B EB T B B EB RT B B EB APPROACH B B WB LT B B WB T/RT B C WB APPROACH B C NB LT A B NB T/RT A A NB APPROACH A A SB LT B A SB T/RT A A SB APPROACH B A OVERALL B B Wheaton/Rule (stop sign) NB LT A A EB LT A A EB RT A A EB APPROACH A A 15 C)co00 to 00 L 147/179 `T C1' • 10/44 J )0(-31/51 34/45 ) t r Oakridge Drive 22/29 i N v N 23/112 N N Lo CO to N O M Co N U') " Co 3/10 0/1 (D f Site Access c a) OD> �— Q L m � N J M `—° 53/44 00 N N 1/1 J ; � 1 �3/16 6/12 —)o� f r 0/1 i ,n M M — 11/10 N v N 00 n N U Q U) 1/0 ��a-- 56/5856/58 5/3 Rule Drive 34/61 —► AM/PM SHORT RANGE (2006) TOTAL PEAK HOUR TRAFFIC N 26119 10139 I o N M Figure 8 14 N ' SITE GENERATED PEAK HOUR TRAFFIC Figure 7 13 ' 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. Figure 8 shows the total (site plus background) short range (2006) peak hour traffic at the key intersections. Signal 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 (MUTCD). There are eight signal warrants in the MUTCD. The peak hour warrant is the one that is the easiest to predict in a transportation impact study, since these are analysis periods that are typically included in a transportation impact study. While a peak hour signal warrant would not be used to warrant a signal at this location, it would give a reasonable indication whether other signal warrants would be met. The peak hour warrant sheets are provided in Appendix D for the Lemay/Rule and Lemay/Oakridge intersections. The minor streets (Rule Drive and Oakridge Drive) were evaluated with two approach lanes on both the eastbound and westbound legs. During all of the analysis times (recent and future), the peak hour warrant is/will not be met at the Lemay/Rule intersection. At the Lemay/Oakridge intersection, the peak hour warrant is met in the short range afternoon peak hour with the background and total traffic. In addition to this, the City of Fort Collins conducted a signal warrant in July 2004. The Lemay/Oakridge intersection met Warrant 1. This was discussed in the scoping meeting. This intersection will be analyzed with signal control. Operation Analysis and Geometry Capacity analyses were performed at the Lemay/Rule, Lemay/Oakridge, Wheaton/Rule, Lemay/Site Access, and Rule/Site Access intersections. The operations analyses were conducted for the short range analysis future, reflecting a year 2006 condition. Using the traffic volumes shown in Figure 6 and the existing geometrics, the key intersections operate in the short range (2006) background traffic future as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. The key intersections will operate acceptably. Using the traffic volumes shown in Figure 8 and the existing geometrics, the key intersections operate in the short range (2006) total traffic future as indicated in Table 4. Calculation forms for these analyses are provided in Appendix F. The key intersections will operate acceptably. 12 C3coco 0 147/179 v N --w10/44 �31/51 34/45 Oakridge Drive 22/29 - — N rn N 23/112co Lo cv E 0) J O Lo v 51 /39 p N N 1/1 2/13 6/12 0/1 u') N N 11/10 o N N I� Rule Drive AM/PM SHORT RANGE (2006) BACKGROUND PEAK HOUR TRAFFIC Figure 6 11 N NO TRIP DISTRIBUTION Figure 5 10 A& I SITE PLAN Figure 4 4 III. PROPOSED DEVELOPMENT ' The Columbine South Development is a proposed nursing home development, located at the northeast quadrant of the Lemay/Rule intersection in Fort Collins. Figure 4 shows a site plan of the ' Columbine South Development. The short range analysis (year 2006) includes development of the Columbine South Development and an appropriate increase in background traffic. Since this is an intermediate level transportation impact study, a long range analysis ' is not required. The site plan shows two accesses to the Columbine South Development via full -movement accesses to Lemay Avenue and to Rule Drive. Trip Generation t Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. Trip generation information contained in Trip Generation, 7th Edition, ' ITE 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 morning/afternoon peak hour basis. I TABLE 2 Daily and Peak Hour Trip Generation 1 620 1 Nursing Home 1 131 Beds 1 2.37 1 310 10.12* 1 16 1 0.05* 1 7 10.07 1 9 10.15 1 20 1 * Directional distrihntinn hased nn hnsnital 1anri nca Trip Distribution Directional distribution of the generated trips was determined for Columbine South Development based upon a gravity model analysis and engineering judgment. Figure 5 shows the trip distribution used for the short range (2006) analysis future. The trip distribution calculations are provided in Appendix A. The trip distribution was discussed in the scoping meeting. Background Traffic Projections Figure 6 shows the short range (2006) background traffic projections. Background traffic projections for the short range future horizon were obtained by reviewing the NFRRTP, reviewing traffic studies for other developments, and reviewing historic count data for this area of Fort Collins. The 2004 traffic counts were increased at the rate of 2.25 percent per year to the year 2006. 8 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Lemay/Rule (stop sign) NB LT A A SB LT A A WB LT/T C C WB RT B B WB APPROACH B B EB LT/T C C EB RT A B EB APPROACH B C Lemay/Oakridge (stop sign) NB LT A B SB LT B A WB LT D E WB T/RT B D WB APPROACH C D EB LT C E EB T D D EB RT A B EB APPROACH C C Wheaton/Rule (stop sign) NB LT A A EB LT A A EB RT A A EB APPROACH A A Lo ��C) 78/137Loc v N 10/44 f 1 27/46 34/45 —� Oakridge Drive 22/29 —► N co co 23/112 v v r- c N Q a co E W J co m co rn ZO �Q 51 /39 CCD N N 1/1 f /—2/13 6/12 (� 0/1 - — U') r,- IN 11/10 CO o N M � co co Rule Drive ' T NI ADJUSTED RECENT PEAK HOUR TRAFFIC 6 A& N Jq, 4 o� cV N 25118 10139 11 o M N nD co Figure 3 C)�� co to78/137 v 04 10/44 "00JI/—27/46 34/45 ) t r Oakridge Drive 22/29 o r�- o 24/98 o ` o v o U') 0 N 3 C N Q m E N J ch rn — 51/39 0 0I�N N J 2/13 6112 --)� 1 t 11/10 N v o N co CD Rule Drive AM/PM RECENT PEAK HOUR TRAFFIC 25/18 �0', 10139 o M Figure 2 5 Existing Traffic ' Recent peak hour traffic volumes at the key intersections are shown in Figure 2. The traffic counts at the key intersections were obtained in October 2004, except for the Lemay/Oakridge intersection ' which was obtained in August 2004. The Lemay/Oakridge intersection was adjusted to reflect school traffic since the count was obtained in the summer. The adjusted recent traffic is shown in Figure 3. Raw count data is provided in Appendix B. Existing Operation The key 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 C. 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 C. The key intersections operate acceptably during both the morning and afternoon peak hours. The Columbine South Development site is in an area termed "low -density ' mixed -use residential." In low -density mixed -use residential areas, acceptable operation at unsignalized intersections during the peak hours is defined as level of service F for any approach leg for an ' arterial/local intersection and level of service C for any approach leg for a collector/local intersection. Pedestrian Facilities Sidewalks exist adjacent to existing developments on all area streets. This site is within 1320 feet of: existing retail uses, commercial/office uses, light industrial uses, and other residential uses. Bicycle Facilities There are bicycle facilities along Lemay Avenue and Wheaton Drive. Transit Facilities ' This area is not currently served by Transfort. 1 Warren Lake Harmony Road Columbine —� 0 3 South co m � Rule Drive ca a> a J J \ r1\ 1�I SITE LOCATION Z IUALt: 1"=1000' Figure 1 3 II. EXISTING CONDITIONS The location of the Columbine South Development is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial/office, light industrial, and residential. The center of Fort Collins lies to the north of the Columbine South Development. Streets The primary streets near the Columbine South Development site are Lemay Avenue, Wheaton Drive, Oakridge Drive, and Rule Drive. Lemay Avenue is adjacent (west) to the Columbine South Development site. It is a north -south street designated as a four -lane arterial street on the Fort Collins Master Street Plan. Currently, it has a four -lane cross section with appropriate auxiliary lanes. The Lemay/Rule intersection has stop sign control on Rule Drive. The Lemay/Oakridge intersection has stop sign control on Oakridge Drive. At Rule Drive and Oakridge Drive, Lemay Avenue has northbound and southbound left -turn lanes and two through lanes in each direction. The posted speed on this section of Lemay Avenue is 40 mph. Wheaton Drive is east of the Columbine South Development site. It has a two-lane cross section and is designated as a collector street on the Fort Collins Master Street Plan. The Wheaton/Rule intersection has stop sign control on Rule Drive. At Rule Drive, Wheaton Drive has all movements combined in a single lane. The posted speed on this section of Wheaton Drive is 25 mph. Oakridge Drive is north of the Columbine South Development site. It has a two-lane cross section and is designated as a collector street on the Fort Collins Master Street Plan. At Lemay Avenue, Oakridge Drive has a left -turn lane and through/right-turn lane westbound and a left - turn lane, through lane, and a right -turn lane eastbound. The posted speed on this section of Oakridge is 30 mph. Rule Drive is adjacent (south) to the Columbine South Development. It has a two-lane cross section and is designated as a local street on the Fort Collins Master Street Plan. The Wheaton/Rule intersection is a t-intersection to the west. At the Wheaton/Rule intersection, Rule Drive functions as separate eastbound left -turn and right -turn lanes. There is no striping on Rule at the Wheaton/Rule intersection. At the Lemay/Rule intersection, Rule Drive functions as a separate left- turn/through lane and a right -turn lane. There is a center stripe on Rule Drive at the Lemay/Rule intersection. The posted speed on this section of Rule Drive is 25 mph. 2 II. INTRODUCTION ' This intermediate transportation impact study addresses the capacity, geometric, and control requirements at and near the proposed location of the Columbine South Development. The Columbine South ' Development is located on the northwest corner of the Lemay Avenue/Rule Drive intersection in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Columbine Health Systems), the project planner (VF Ripley), the Fort Collins Transportation Planning Staff, and the Fort Collins Traffic Engineering Staff. The Transportation Impact ' Study Base Assumptions form is provided in Appendix A. This intermediate transportation impact 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). 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. 1 LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 5 3. Adjust Recent Peak Hour Traffic ...................... 6 4. Site Plan ............................................ 9 5. Trip Distribution .................................... 10 6. Short Range (2006) Background Peak Hour Traffic ...... 11 7. Site Generated Peak Hour Traffic ..................... 13 8. Short Range (2006) Total Peak Hour Traffic ........... 14 9. Short Range (2006) Geometry .......................... 17 APPENDIX A Base Assumptions Form B Recent Peak Hour Traffic C Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards D Signal Warrant Analysis E Short Range Background Peak Hour Operation F Short Range Total Peak Hour Operation G Pedestrian/Bicycle/Transit Level of Service Worksheets TABLE OF CONTENTS Page I. Introduction 1 ......................................... II. Existing Conditions .................................. 2 LandUse ............................................. 2 Streets.............................................. 2 Existing Traffic ..................................... 4 Existing Operation ................................... 4 Pedestrian Facilities ................................ 4 Bicycle Facilities ................................... 4 Transit Facilities ................................... 4 III. Proposed Development ................................. 8 Trip Generation ...................................... 8 Trip Distribution .................................... 8 Background Traffic Projections ....................... 8 Trip Assignment ...................................... 12 Signal Warrants ...................................... 12 Operation Analysis and Geometry ...................... 12 Pedestrian Level of Service .......................... 18 Bicycle Level of Service ............................. 18 Transit Level of Service ............................. 18 IV. Conclusions .......................................... 19 LIST OF TABLES Table Page 1. Current Peak Hour Operation .......................... 7 2. Daily and Peak Hour Trip Generation .................. 8 3. Short Range (2006) Background Peak Hour Operation .... 15 4. Short Range (2006) Total Peak Hour Operation ......... 16 COLUMBINE SOUTH DEVELOPMENT TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO JANUARY 2005 Prepared for: Columbine Health Systems 947 Worthington Circle Fort Collins, CO 80526 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 OQ.P'F,W J, p/SA6,e,