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Home My WebLink AboutTRAILHEAD - PDP - 43-02A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYE. The key intersections will operate acceptably during the peak hours with the Lemay and Timberline overpass configurations. At the Vine /Greenfields intersection, acceptable operation is achieved with signalization. Using the traffic volumes shown in Figure 9, the key intersections operate in the short range (2010) total condition as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. Since Greenfields Street will not continue to the north in the short range future, the intersections along it will operate acceptably by inspection. The key intersections will operate acceptably during the peak hours with improved geometry, warranted signalization, or restricted turns at some intersections. Using the traffic volumes shown in Figure 10 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 G. The key intersections will operate acceptably during the peak hours. All interior intersections will operate acceptably by inspection. Roundabout Analysis A resolution of the Fort Collins City Council requires a roundabout analysis at arterial/arterial and arterial/collector intersections. The operational aspects of roundabout control at the Vine /Greenfields intersection are addressed in this section. Table 4 and 6 also show the volume/capacity (v/c) ratios with roundabout control at the subject intersection. The Vine/Greenfields. intersection was analyzed as a single -lane roundabout using the 2000 Highway Capacity Manual. This technique does not calculate level of service or delay to the traffic entering the roundabout. Instead, it provides a v/c ratio for each entering leg. The capacity is expressed as an upper and lower bound. The calculation forms are provided in the respective appendices. Convention would indicate that level of service A is associated with a v/c ratio--<0.60. Correspondingly, the following associations are also reasonable: level of service B - v/c=0.61-0.70; level of service C - v/c=0.71-0.80; level of service D - v/c=0.81-0.90; level of service E - v/c=0.91-1.00; and level of service F - v/c>1.00. The capacity of a roundabout can be increased by providing right -turn bypass lanes when the right -turning volume is sufficiently high to warrant this treatment. The capacity can also be improved by increasing the number of lanes on the approaches or the circulating roadway. However, increasing the number of lanes does not cause a doubling of the capacity. It is assumed that the level of service for an approach leg (LOS D in a low density mixed -use area) at a signalized or unsignalized intersection is also acceptable for the approach leg for a roundabout. The roundabout analyses indicate that a single -lane roundabout would not provide acceptable operation in the long range future. Therefore, it is concluded that if roundabout control were selected, a two-lane roundabout would be required. 19 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Vine ower Loop Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: hort long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Lower Loop Drive 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 20 385 295 5 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 23 452. 347 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Movement 7 8 9 L T R Southbound I 10 11 I L T 12 R Volume 5 15 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 5 17 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v (vph) 23 22 C(m) (vph) 1218 619 v/c 0.02 0.04 95% queue length 0.06 0.11 Control Delay 8.0 11.0 LOS A B Approach Delay 11.0 Approach LOS B 0 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Vine/Lower Loop Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Lower Loop Drive 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 5 280 375 5 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 5 329 441 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 5 20 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 5 23 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v (vph) 5 28 C(m) (vph) 1125 587 v/c 0.00 0.05 95% queue length 0.01 0.15 Control Delay 8.2 11.4 LOS A B Approach Delay 11.4 Approach LOS B �- 3 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am ® Year recent or bkgr total Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound 1 Northbound I Southbound 1 L T R I L T R I L T R I L T R I I I I I I No. Lanes I 1 1 1 I 1 1 0 I 0 1 0 1 0 1 0 1 LGConfig I L T R I L TR i LTR I LTR 1 Volume 130 150 225 1180 190 25 1250 145 105 130 275 75 1 Lane Width 112.0 12.0 12.0 112.0 12.0 I 12.0 1 12.0 I RTOR Vol 1 0 1 0 1 0 I 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A A I NB Left P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A A i SB Left P Thru A I Thru P Right A I Right P Peds X I Peds X NB Right I EB Right SB Right 1 WB Right Green 6.0 26.0 58.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 302 1770 0.11 0.33 23.E T 484 1863 0.34 0.26 30.4 R 412 1583 0.59 0.26 34.7 Westbound L 351 1770 0.54 0.33 29.5 TR 476 1830 0.47 0.26 31.9 Northbound LTR 629 1085 0.94 0.58 42.6 Southbound LTR 978 1687 0.46 0.58 13.5 Intersection Delay = 30.7 (sec/veh) C C 32.3 C C C C 30.8 C D 42.6 D B 13.5 B Intersection LOS = C +Z HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am m Year recent shor bkgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY_ I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R ► L T R ► I I I I I No. Lanes ► 1 1 1 I 1 1 0 ► 0 1 0 I 0 1 0 I LGConfig I L T R I L TR I LTR I LTR 1 Volume 170 195 260 1120 165 25 1255 290 180 130 195 55 1 Lane Width 112.0 12.0 12.0 112.0 12.0 I 12.0 I 12.0 1 RTOR Vol ► 0 1 0 I 0 I 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 .2 3 4 1 5 6 7 8 EB Left A A I NB Left P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A A ► SB Left P Thru A I Thru P Right A I Right P Peds X 1 Peds X NB Right I EB Right SB Right ► WB Right Green 6.0 24.0 60.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 277 1770 0.29 0.31 26.1 C T 447 1863 0.50 0.24 33.7 C 38.4 D R 380 1583 0.78 0.24 45.3 D Westbound L 278 1770 0.51 0.31 28.0 C TR 438 1826 0.51 0.24 33.9 C 31.6 C Northbound LTR 806 1343 1.02 0.60 57.8 E 57.8 E Southbound LTR 955 1592 0.34 0.60 11.1 B 11.1 B Intersection Delay = 40.5 (sec/veh) Intersection LOS = D 4-( HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent hort long bkgrd otal Project ID: 228 E/W St: Vine Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY 1 Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 1 1 0 I 1 1 0 I 0 1 0 1 0 1 0 I LGConfig I L TR I L TR I TR I TR 1 Volume 140 265 90 185 205 230 1 860 155 I 550 20 i Lane Width 112.0 12.0 112.0 12.0 1 12.0 1 12.0 I RTOR Vol I 0 I 0 I 0 I 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A A I NB Left Thru A 1 Thru P Right A I Right P Peds X I Peds X WB Left A A I SB Left Thru A I Thru P Right A I Right P Peds X 1 Peds X NB Right 1 EB Right SB Right 1 WB Right Green 5.0 28.0 57.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 180 1770 0.24 0.34 26.0 C TR 511 1792 0.77 0.28 39.9 D 38.5 D Westbound L 184 1770 0.51 0.34 27.6 C TR 489 1715 0.99 0.28 73.5 E 66.1 E Northbound TR 1040 1824 1.08 0.57 75.3 E 75.3 E J Southbound TR 1057 1854 0.60 0.57 16.5 B 16.5 B Intersection Delay = 54...2 (sec/veh) Intersection LOS = D 40 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Period: am pm Jurisd: Fort Collins Year recent shor long bkgrd total Project D• 0228 E/W St: Vine Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I No. Lanes 1 1 I I I 1 1 1 0 I 0 1 0 1 0 1 I 0 I 1 0 LGConfig I L TR I L TR I TR I TR 1 Volume 115 160 75 1140 240 140 1 305 40 1 715 55 1 Lane Width 112.0 12.0 112.0 12.0 1 12.0 1 12.0 I 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 A A I NB Left Thru A 1 Thru P Right A I Right P Peds X I Peds X WB Left A A 1.SB Left Thru A I Thru P Right A I Right P Peds X I Peds X NB Right 1 EB Right SB Right I WB Right Green 6.0 30.0 54.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 199 1770 0.09 0.37 22.7 TR 532 1774 0.52 0.30 29.S Westbound L 314 1770 0.51 0.37 24.1 TR 528 1760 0.82 0.30 42.3 Northbound TR 990 1833 0.36 0.54 14.2 Southbound TR 996 1845 0.90 0.54 33.1 Intersection Delay = 30.6 (sec/veh) C C 29.5 C C D 37.4 D B 14.2 B C 33.1 C Intersection LOS = C 30 APPENDIX F 312� HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 E-Mail: mdelich@frii.com Fax: 970-669-5034 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/19/2003 Analysis Time Period: amdg) Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong bkgr total Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields. Street Volumes and Adjustment 1 Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R 1 f I I I I Volume 145 540 145 1195 410 195 155 260 110 1115 195 45 1 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 Flow Rate 147 568 152 1205 431 205 157 273 115 1121 205 47 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 767 841 445 373 Conflicting Circulating Flow. 531 377 736 693 Critical Gap and Follow-up Time Critical Gap (sec): Upper bound 4.10 4.10 4.10 4.10 Lower bound 4.60 4.60 4.60 4.60 Follow-up Time (sec): Upper bound 2.60 2.60 2.60 2.60 Lower bound 3.10 3.10 3.10 3.10 Results: Capacity and v/c Ratio Capacity (Eq. 10-124): Upper bound 910 1029 772 799 Lower bound 734 840 612 636 v/c Ratio: Upper bound 0.84 0.82 0.58 0.47 Lower bound 1.04 1.00 0.73 0.59 HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 E-Mail: mdelich@frii.com Fax: 970-669-5034 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/19/2003 Analysis Time Period: am pm Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon',bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields Street Volumes and Adjustment 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 I I I I I I Volume 115 515 55 185 645 45 185 215 175 1170 240 60 1 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 Flow Rate 115 542 57 189 678 47 189 226 184 1178 252 63 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 614 814 499 493 Conflicting Circulating Flow 519 330 735 856 Critical Gap and Follow-up Time Critical Gap (sec): Upper bound 4.10 4.10 4.10 4.10 Lower bound 4.60 4.60 4.60 4.60 Follow-up Time (sec): Upper bound 2.60 2.60 2.60 2.60 Lower bound 3.10 3.10 3.10 3.10 Results: Capacity and v/c Ratio Capacity (Eq. 10-124): Upper bound 919 1068 772 700 Lower bound 741 875 612 549 v/c Ratio: Upper bound 0.67 0.76 0.65 0.70 Lower bound 0.83 0.93 0.82 0.90 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10/15/`02 Period: am (DM Project ID: 0228 E/W St: Vine Drive Inter.: Vine/Greenfields :' Area Type: All other areas Jurisd: Fort Collins Year recent on kgrd otal N/S St: Greenfields Street 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 No. Lanes I i I 1 I 1 1 1 1 2 1 I 1 2 1 1 1 1 0 1 1 1 LGConfig I L T R 1 L T R I L TR 1 L T R Volume 145 540 145 1195 410 195 155 260 110 1115 195 45 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Phase Combination 1 EB Left A Thru Right Peds WB Left A Thru Right Peds Area Type: All other areas Signal Operations 2 3 4 1 P 1 NB Left P 1 Thru P 1 Right X I Peds . I SB Left P I Thru P I Right X I Peds 5 A A 6 A A A X A A A X 7 6 NB Right 1 EB Right A SB Right A 1 WB Right A Green 14.0 40.0 6.0 30.0 Yellow 0.0 3.0 0.0 3.0 All Red 0.0 2.0 0.0 2.0 Cycle Length: 100.0 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 511 1770 0.08 0.55 10.9 B ' T 1416 3539 0.40 0.40 22.3 C 19.8 B R 807 1583 0.19 0.51 13.4 B Westbound L 266 1770 0.77 0.15 53.8 D ' T 1416 3539 0.31 0.40 21.1 C 27.3 C R 807 1583 0.25 0.51 14.0 B Northbound ' L 370 1770 0.16 0.37 21.1 C TR 534 1780 0.73 0.30 36.5 D 34.5 C Southbound L 229 1770 0.53 0.37 25.7 C T 559 1863 0.37 0.30 27.9 C 25.4 C R 776 1583 0.06 0.49 13.4 B ' Intersection Delay = 26.0 (sec/veh) Intersection LOS = C secs HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10/15/02 Period: am pm Project ID: 0228 E/W St: Vine Drive Inter.: Vine/Greenfields Area Type: All other areas Jurisd: Fort Collins Year : recent on kard).total N/S St: Greenfields Street SIGNALIZED INTERSECTION SUMMARY_ I Eastbound I Westbound i Northbound I L T R I L T R I L T R No. Lanes I 1 1 2 1 I 1 1 2 1 I I 1 1 0 LGConfig I L T R I L T R I L TR Volume 115 515 55 185 645 45 185 215 175 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 I Southbound I L T R I I 1 1 1 1 L T R 1170 240 60 112.0 12.0 12.0 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 A P I NB Left A A Thru P I Thru A Right P I Right A Peds X 1 Peds X WB Left A I SB Left A A Thru P 1 Thru A Right P I Right A Peds X I Peds X NB Right I EB Right A SB Right A I WB Right A Green 8.0 44.0 7.0 31.0 Yellow 0.0 3.0 0.0 3.0 All Red 0.0 2.0 0.0 2.0 Cycle Length: 100.0 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 380 T 1557 R 886 Westbound L 159 T 1557 R 886 Northbound L 363 TR 538 Southbound 1770 0.04 0.53 12.2 B 3539 0.35 0.44 19.1 B 1583 0.07 0.56 10.1 B 1770 0.56 0.09 48.0 D 3539 0.44 0.44 20.3 C 1583 0.05 0.56 10.0+ B 1770 0.25 0.39 20.6 C 1737 0.76 0.31 37.5 D 18.1 B 22.7 C 34.5 C L 246 1770 0.73 0.39 33.6 C T 578 1863 0.44 0.31 28.1 C 28.6 C R 697 1583 0.09 0.44 16.4 B Intersection Delay = 25.2 (sec/veh) Intersection LOS = C secs , HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am (OM Year recent exEErd total Project ID: 0228. E/W St: Vine Drive N/S St: Timberline Road (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound 1 Southbound I L T R I L T R I L T R I L T R I I I I I I No. Lanes I 2 2 0 I 0 2 1 I 0 0 0 I 1 0 1 1 LGConfig I L T 1 T R I I L R I Volume 1445 460 I 355 155 I 1245 480 1 Lane Width 112.0 12.0 I 12.0 12.0 I 112.0 12.0 1 RTOR Vol 1 I 0 I I 0 i Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A 1 WB Right A Green 17.0 41.0 30.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 618 3433 0.76 0.18 44.3 D T 2123 3539 0.23 0.60 9.3 A 26.5 C Westbound T 1451 3539 0.26 0.41 19.9 B 14.8 B R 1203 1583 0.14 0.76 3.3 A Northbound Southbound L 549 1770 0.47 0.31 28.5 C 21.7 C R 823 1583 0.61 0.52 18.3 B Intersection Delay = 22.1 (sec/veh) Intersection LOS = C -, 3 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period:a)pm Year recent long bkgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I L I T R I L T R I L T R I L T R No. Lanes I 2 i I I 0 0 I 1 0 1 2 0 1 0 2 1 1 0 LGConfig I L T I T R I I,L R Volume 1495 390 1 495 275 I 1210 570 Lane Width 112.0 12.0 1 12.0 12.0 I 112.0 12.0 RTOR Vol 1 I 0 I 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 A I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X i Peds X NB Right I EB Right SB Right A I WB Right A Green 17.0 41.0 30.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 618 3433 0.84 0.18 49.9 D T 2123 3539 0.19 0.60 9.1 A 31.9 C Westbound T 1451 3539 0.36 0.41 21.1 C 14.9 B R 1203 1583 0.24 0.76 3.6 A Northbound Southbound L 549 1770 0.40 0.31 27.7 C 23.4 C R 823 1583 0.73 0.52 21.9 C Intersection Delay = 23.8 (sec/veh) Intersection LOS = C �Z HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Ramp Agency: Matthew J. Delich, P.E. ;' Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am ® Year recent ong kgr total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound ( Northbound I Southbound I L T R I L T R 1 L T R I L T R 1 I I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 1 I 1 2 0 I LGConfig I I L R I T R I L T I Volume I 1390 210 I 480 590 1135 300 I Lane Width I 112.0 12.0 I 12.0 12.0 112.0 12.0 I RTOR Vol I 1 0 I 0 1 I ----- ---------------------- Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru 1 Thru P Right I Right P . Peds X I Peds X WB Left A ( SB Left A P Thru I Thru A P Right A I Right Peds X ( Peds X NB Right A I EB Right SB Right I WB Right A Green 38.0 6.0 44.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1339 3433 0.31 0.39 21.3 R 776 1583 0.28 0.49 15.3 Northbound T 1557 3539 0.32 0.44 18.8 R 1377 1583 0.45 0.87 1.6 Southbound L 440 1770 0.32 0.53 13.0 T 1840 3539 0.17 0.52 12.7 Intersection Delay = 12.9 (sec/veh) C 19.2 B B B 9.3 A A B B 12.8 B Intersection LOS = B 3( HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 1 15/02 Jurisd: Fort Collins Period: a pm Year recent lon bkgrd total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY Eastbound 1. Westbound I Northbound ( Southbound I I L T R I L T R I L T R I L T R i I I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 1 1 1 2 0 1 LGConfig I i L R I T R I L T 1 Volume I 1680 90 1 230 565 1235 450 1 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 I RTOR Vol 1 I 0 I 0 I I ---- -- -= --- --- -- --- ----- Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right 1 Right P Peds X 1 Peds X WB Left A 1 SB Left A P Thru 1 Thru A P Right A 1 Right Peds X 1 Peds X NB Right A I EB Right SB Right 1 WB Right A Green 38.0 6.0 44.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1339 3433 0.53 0.39 23.9 R 776 1583 0.12 0.49 13.9 Northbound T 1557 3539 0.16 0.44 17.0 R 1377 1583 0.43 0.87 1.6 Southbound L 583 1770 0.42 0.53 15.2 T 1840 3539 0.26 0.52 13.4 Intersection Delay = 14.2 (sec/veh). C 22.8 C B B 6.0 A A B B 14.0 B Intersection LOS = B -� 0 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay Ramp/Vine Agency: Matthew J. Delich, P.E. 1� Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am(0 Year recent long kgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue (Ramp) SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R 1 L T R I No. Lanes I I 1 I I I I 1 0 2 1 I 0 0 0 I 2 0 1 I 2 0 LGConfig I L T I T R I I L R I Volume 1205 780 I 590 600 1 1665 190 1 Lane Width 112.0 12.0 I 12.0 12.0 I 112.0 12.0 1 RTOR Vol I I 0 I I 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7- 8 EB Left A P I NB Left Thru A P 1 Thru Right I Right Peds X I Peds X WB Left ( SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A I WB Right A Green 6.0 46.0 36.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 403 1770 0.54 0.55 13.9 B T 1911 3539 0.43 0.54 13.9 B 13.9 B Westbound T 1628 3539 0.38 0.46 18.4 B 9.9 A R 1377 1583 0.46 0.87 1.7 A Northbound Southbound L 1270 3433 0.55 0.37 25.4 C 23.4 C R 744 1583 0.27 0.47 16.3 B Intersection Delay = 15.0 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent on bkgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I No. Lanes 1 1 2 0 I I 1 0 2 1 1 0 0 0 1 2 0 1 I LGConfig I L T I T R I I L R I Volume 1150 465 I 650 690 I 1460 215 1 Lane Width 112.0 12.0 I 12.0 12.0 1 112.0 12.0 1 RTOR Vol 1 I 0 I 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A P I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A I WB Right A Green 6.0 46.0 36.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (,$) v/C g/C Delay LOS Delay LOS Eastbound L 376 1770 0.42 0.55 13.0 B T 1911 3539 0.26 0.54 12.3 B 12.5 B Westbound T 1628 3539 0.42 0.46 18.9 B 10.2 B R 1377 1583 0.53 0.87 1.9 A Northbound Southbound L 1270 3433 0.38 0.37 23.3 C 21.2 C R 744 1583 0.30 0.47 16.6 B Intersection Delay = 13.5 (sec/veh) Intersection LOS = B M HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent onq bkgr total Project ID: 228 E/W St: Vine Drive (Ramp) N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R 1 I No. Lanes 1 0 0 0 I I 2 0 I I 1 I 0 2 1 I 2 I 2 0 I LGConfig I I L R I T R I L T I Volume I 1465 340 1 1050 445 1410 655 1 Lane Width I 112.0 12.0 1 12.0 12.0 112.0 12.0 I RTOR Vol I I 0 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left A Thru I Thru A P Right A I Right Peds X ( Peds X NB Right A I EB Right SB Right I WB Right A Green 28.0 14.0 46.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 996 3433 0.49 0.29 29.8 R 744 1583 0.48 0.47 18.6 Northbound T 1628 3539 0.68 0.46 23.5 R 1251 1583 0.37 0.79 3.3 Southbound L 515 3433 0.84 0.15 53.0 T 2194 3539 0.31 0.62 9.0 Intersection Delay = 22.0 (sec/veh) C 25.1 C B C 17.5 B A D A 26.0 C Intersection LOS = C Z� HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: an pm Year recent on kgrd total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I 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 0 0 0 1 2 0 1 1 0 2 1 1 2 2 0 I LGConfig I I L R I T R I L T 1 Volume I 1575 265 1 355 175 1500 1015 1 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru I Thru P Right 1 Right P Peds X 1 Peds X WB Left A 1 SB Left A Thru 1 Thru A P Right A 1 Right Peds X 1 Peds X NB Right A I EB Right SB Right I WB Right A Green 30.0 17.0 41.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1064 3433 0.57 0.31 29.6 C 24.8 C R 823 1583 0.34 0.52 14.2 B Northbound T 1451 3539 0.25 0.41 19.9 B 14.4 B R 1203 1583 0.15 0.76 3.3 A Southbound L 618 3433 0.85 0.18 50.7 D T 2123 3539 0.50 0.60 11.7 B 24.5 C Intersection Delay = 22.8 (sec/veh) Intersection LOS = C APPENDIX E HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm\ Year recent hort bkgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R i I I I No. Lanes I 0 1 1 1 0 1 0 1 0 1 0 I 0 1 0 LGConfig I LT R I LTR I LTR I LTR Volume 170 175 260 165 150 20 1255 290 80 120 195 55 Lane Width I 12.0 12.0 I 12.0 I 12.0 I 12.0 RTOR Vol 1 0 1 0 I 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 E EB Left A 1 NB Left P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A I SB Left P Thru A 1 Thru P Right A I Right P Peds X I Peds X NB Right I. EB Right SB Right ( WB Right Green 32.0 58.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 100.0 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 LT 473 1479 0.59 0.32 30.4 R 507 1583 0.58 0.32 30.1 Westbound LTR 376 1175 0.73 0.32 37.5 Northbound LTR 762 1314 0.93 0.58 39.1 Southbound LTR 978 1686 0.33 0.58 11.8 Intersection Delay = 31.5 (sec/veh) C 30.3 C C D 37.5 D D 39.1 D B 11.8 B Intersection LOS = C secs 4- HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am m Year recent hort kgrd total Project D• 0228 E/W St: Vine Drive N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 L T R -1 L T R I L T R I L T R I I I I No. Lanes 1 0 1 1 I 0 1 0 1 0 1 0 1 0 1 0 LGConfig I LT R I LTR I LTR I LTR Volume 130 145 225 190 170 15 1250 145 80 125 275 75 Lane Width 1 12.0 12.0 I 12.0 1 12.0 I 12.0 RTOR Vol 1 0 I 0 1 0 1 0 Duration 0.25 Phase Combination 1 EB Left A Thru A Right A Peds X WB Left A Thru A Right A Peds X NB Right SB Right Green 32 Yellow 3. All Red 2. Area Type: All other areas Signal Operations 2 3 4 1 5 6 7 6 NB Left P I Thru P I Right P I Peds X i SB Left P I Thru P I Right P Peds X I EB Right WB Right 58.0 3.0 2.0 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 LT 546 1705 0.35 0.32 26.4 R 507 1583 0.48 0.32 28.1 Westbound LTR 412 1289 0.70 0.32 34.8 Northbound LTR 622 1073 0.90 0.58 36.7 Southbound LTR 995 1716 0.44 0.58 13.3 Intersection Delay = 28.1 (sec/veh) C 27.4 C C C 34.8 C D 36.7 D B 13.3 B Intersection LOS = C secs HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent ort long kgr total Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY_ I Eastbound 1 Westbound I Northbound I Southbound 1 I L T R 1 L T R I L T R I L T R 1 I I I I I No. Lanes 1 1 1 0 1 1 1 0 1 0 1 0 1 0 1 0 1 LGConfig I L TR I L TR I TR I TR 1 Volume 140 255 90 175 200 230 1 860 145 1 550 20 I Lane Width 112.0 12.0 112.0 12.0 1 12.0 1 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 A, A i NB Left Thru A 1 Thru P Right A I Right P Peds X I Peds X WB Left A A 1 SB Left Thru A 1 Thru P Right A 1 Right P Peds X 1 Peds X NB Right 1 EB Right SB Right I WB Right Green 5.0 28.0 57.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 180 1770 0.24 0.34 26.0 C TR 510 1790 0.75 0.28 38.7 D 37.4 D Westbound L 193 1770 0.43 0.34 26.4 C TR 488 1713 0.98 0.28 70.8 E 64.2 E Northbound TR 1041 1826 1.07 0.57 71.2 E 71.2 E Southbound TR 1057 1854 0.60 0.57 16.5 B 16.5 B Intersection Delay = 51.8 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: a�it pm Year recent shor long kgr total Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I No. Lanes 1 1 1 0 1 1 1 0 1 0 1 0 1 0 1 0 1 LGConfig I L TR I L TR I TR I TR I Volume 115 160 75 1130 230 140 1 305 35 1 715 55 1 Lane Width 112.0 12.0 112.0 12.0 1 12.0 1 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A A I NB Left Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A A 1 SB Left Thru A I Thru P Right A I Right P Peds X 1 Peds X NB Right I EB Right SB Right I WB Right Green 6.0 30.0 54.0 Yellow 0.0 3.0 3.0 All Red 0.0 2.0 2.0 Cycle Length: 100.0 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 208 1770 0.09 0.37 22.5 TR 532 1774 0.52 0.30 29.9 Westbound L 314 1770 0.47 0.37 23.7 TR 527 1757 0.80 0.30 40.E Northbound TR 992 1837 0.36 0.54 14.1 Southbound TR 996 1845 0.90 0.54 33.1 Intersection Delay = 30.2 (sec/veh) C C 29.5 C C D 36.2 D B 14.1 B C 33.1 C Intersection LOS = C APPENDIX D �� 1 Figure 4C-4, Warrant 3, Peak Hour (70 % Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h (40 mph) ON MAJOR STREET) jf3AM- 4.1,504 d ' 400 2 OR MORE LANES & 2 OR MORE LANES o PM 3.55 ✓PN 2 OR MORE LANES & 1 LANE Q w O 2 300 _ U) Q 1 LANE & 1 LANE C O LLJ 200 J O 100 '100 _ i3 `75. 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET —TOTAL OF BOTH APPROACHES— 3 VEHICLES PER HOUR (VPH) � w 0 'Note: 100 vph applies as the lower threshold volume for a minor -street i approach with two or more lanes and 75 vph applies as the lower �. threshold volume for a minor -street approach with one lane Lot I 1AAJ6E 5ACk62ounl1) �\JAR9AAJ7' 4T" V1,v.1,eZ:CNr/CZZ5 Figure 4C-4. Warrant 3, Peak Hour (70 % Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h (40 mph) ON MAJOR STREET) F&Ilt,(:5-05vP14 aAwt�400vaa �0 W Q W0 a: PC ug Am'. Z15 �� O 2 Z O a o 300 200 100 MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 800 I 9�0 1000 1.100 --Y-, tvl�66 0-1&"MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Note: 100 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor -street approach with one lane. 100 `75 1200* 1300 PiiGi��'�ii�i`�■r A4i i1i`yLl�t/EE� r APPENDIX C I� Table 43 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 (arterial/collector or local — NIA F" F" E any approach le Stop sign control (collectodlocal—any NIA C C C approach leg) mitigating measures required " considered normal in an urban environment )b UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS t� hRT-adj -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 hadj, computed -0.1 0.0 0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow rate 305 188 386 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.27 0.17 0.34 hd, final value 5.74 6.13 5.69 x, final value 0.49 0.32 0.61 Move -up time, m 2.0 2.0 2.0 Service Time 3.7 4.1 3.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 305 188 386 Service Time 3.7 4.1 3.7 Utilization, x 0.49 0.32 0.61 Dep. headway, hd 5.74 6.13 5.69 Capacity 555 438 602 Delay 14.04 11.98 17.19 LOS B B C Approach: Delay 14.04 LOS B Intersection Delay 14.42 11.98 17.19 B C Intersection LOS B -0.6 1.7 Southbound L1 L2 136 3.20 3.20 0.12 6.02 0.23 2.0 4.0 Southbound L1 L2 136 4.0 0.23 6.02 386 10.79 B 10.79 B 14 HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven.Drive Loveland, CO 80538 Phone: 970-669-2061 Fax: 970-669-5034 E-Mail: mdelich@frii.com ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pin Intersection: Timberline/Vine Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: ecent Project ID: 0228 East/West Street: Vine Drive North/South Street: Timberline Road Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I I I I Volume 149 135 86 131 122 8 1139 153 50 14 76 37 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR PHF 0.88 0.85 0.88 Flow Rate 305 188 386 % Heavy Veh 2 2 2 No. Lanes 1 1 1 Opposing -Lanes 1 1 1 Conflicting -lanes 1 1 1 Geometry group 1 1 1 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Ll L2 L1 L2 L1 L2 Flow Rates: Total in Lane 305 Left -Turn 55 Right -Turn 97 Prop. Left -Turns 0.2 Prop. Right -Turns 0.3 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound L1 L2 LTR 0.85 136 2 1 1 1 1 Southbound L1 L2 188 386 136 36 157 4 9 56 43 0.2 0.4 0.0 0.0 0.1 0.3 0.0 0.0 0.0 1 1 1 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 hadj, computed -0.2 0.1 -0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow rate 295 214 219 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.26 0.19 0.19 hd, final value 5.46 5.92 5.86 x, final value 0.45 0.35 0.36 Move -up time, m 2.0 2.0 2.0 Service Time 3.5 3.9 3.9 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 Ll L2 Flow Rate 295 214 219 Service Time 3.5 3.9 3.9 Utilization, x 0.45 0.35 0.36 Dep. headway, hd 5.46 5.92 5.86 Capacity 545 464 469 Delay 12.81 12.10 12.07 LOS B B B Approach: Delay 12.81 LOS B Intersection Delay 12.37 12.10 12.07 B B Intersection LOS B Southbound L1 L2 247 3.20 3.20 0.22 5.71 0.39 2.0 3.7 Southbound L1 L2 247 3.7 0.39 5.71 497 12.33 B 12.33 B i�Z' HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 Fax: 970-669-5034 E-Mail: mdelich@frii.com ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am m Intersection: imberline/Vine Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent Project ID: 0228 East/West Street: Vine Drive North/South Street: Timberline Road Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I Volume 121 118 134 170 130 7 188 57 42 I11 146 55 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR PHF 0.92 0.96 0.85 Flow Rate 295 214 219 % Heavy Veh 2 2 2 No. Lanes 1 1 1 Opposing -Lanes 1 1 1 Conflicting -lanes 1 1 1 Geometry group 1 1 1 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 295 Left -Turn 22 Right -Turn 145 Prop. Left -Turns 0.1 Prop. Right -Turns 0.5 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound L1 L2 LTR 0.85 247 2 1 1 1 1 Southbound L1 L2 214 219 247 72 103 12 7 49 64 0.3 0.5 0.0 0.0 0.2 0.3 0.0 0.0 0.0 1 1 1 0.2 0.2 0.2 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: a pm Year ecent short long bkgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I 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 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 I LGConfig I LTR I LTR I LTR I LTR 1 Volume 148 211 90 145 154 177 173 597 52 194 403 28 1 Lane Width 1 12.0 I 12.0 1 12.0 1 12.0 I 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 8 EB Left A 1 NB Left P Thru A I Thru P Right A 1 Right P Peds X I Peds X WB Left A I SB Left P Thru A 1 Thru P Right A I Right P Peds X 1 Peds X NB Right 1 EB Right SB Right 1 WB Right Green 36.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 100.0 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 LTR 562 1561 0.73 0.36 32.E Westbound LTR 562 1560 0.73 0.36 32.4 Northbound LTR 895 1658 0.85 0.54 29.4 Southbound LTR 740 1370 0.74 0.54 24.1 Intersection Delay = 29.2 (sec/veh) C 32.6 C C 32.4 C C 29.4 C C 24.1 C Intersection LOS = C LO HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year ecent short long bkgrd total Project ID: 0228 E/W St: Vine Drive NIS St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L I T R I L T R I L T R I L T R 1 No. Lanes 1 0 I I I 1 0 1 0 1 0 1 0 I I 1 0 0 1 0 1 LGConfig 1 LTR I LTR I LTR I LTR 1 Volume 120 132 80 145 169 92 156 239 26 1122 521 62 1 Lane Width I 12.0 I 12.0 1 12.0 i 12.0 1 RTOR Vol ( 0 1 0 1 0 1 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left P Thru A 1 Thru P Right A 1 Right P Peds X 1 Peds X WB Left A 1 SB Left P Thru A 1 Thru P Right A I Right P Peds X ( Peds X NB Right 1 EB Right SB Right 1 WB Right Green 32.0 58.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Cycle Length: 100.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 541 1692 0.50 0.32 28.3 Westbound LTR 517 1616 0.70 0.32, 33.8 Northbound LTR 844 1455 0.44 0.58 13.5 Southbound LTR 914 1576 0.91 0.58 33.1 Intersection Delay = 28.5 (sec/veh) C 28.3 C C 33.8 C B 13.5 B C 33.1 C Intersection LOS = C secs I APPENDIX B q 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 R = right tum 7intersection: Lernaylvine S = straight I = 1p.ft ti Im Time Northbound: Lemay Southbound: Lemay Total Eastbound: Vine Westbound: Vine Total Total L S R Total L L S I R Total L S I R Total L S R Total Begins north/south east/west All 7:30 9 57 7 73 36 161 15 285 4 45 20 13 34 27 R 143 wn 428 7:45 13 70 10 93 25 144 13 275 4 33 19 15 54 27 152 427 8:00 24 51 3 �30 119 26 7 24 11 9 9 42 21 122 g- t :15 10 61 6 77 31 97 8 213 5 1 30 22 8 1 39 [17 121 334ffi � 7:3M:30 X-] 321 2111 705 1026 F Irv. ij KF0.84 232 306 M U 538 NO.) PHIF 0.8 4:30 19 132 14 19 91 8 ........... 283 13 44 23 14 40 40 3 -7, ••174 4:45 29 135 12 22 107 8 3 3 9 41 26 11 33 49 N" A 169 482 5:00 16 162 12 29 104 3 326 10 55 22 9 32 6 174 PN'4'5004#'1AV 5:15 9 168 14 24 101 9 325 16 71 19 8 11 AQ 42 208 .. ... . . P. 4:30-5:30 722 525 1247 9 376 725 1972 PHIF 0.95 0.96 0.82 0.82 a MATTHEW J. DEILICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 5.16-02 Observer: City of Fort Collins Day: Thursday Jurisdiction: Fort Collins R = right tum Intersection: Timberline/Vine S = straight L = IeTl TUM Time Northbound: Timberline Southbound: Timberline Total Eastbound: Vine Westbound: Vine Total Total L S I R Total L S R Total L S R Total L S R Total Begins north/south easttwest All 7:30 22 18 iO -5'0 0 41 9450 10 0 4 30 40 17 29 2 48 122 7:45 23 7 4 34 5 36 23 64 98 7 25 42 15 37 2 128 8:00 - 22 15 2 0 3 43 1 118 6 29 32 18 35 1 121 21 17 8 3 26 8 ",AT' 83 4 L34 20 20 29 2 109 7:304:30 a p 187 146, 55, 399 X 273 0 207 PHF 0.82 L212 0.83 I 0.92 0.96 4:30 43 37 15 o 1 16 8 120 9 34 24 7 34 3 4:45 25 28 7 60' 0 14 6 10 80 8 31 27 Eli 8 21 2 31A 97 5:00 33 43 14 3 26 16 135 11 33 16 5 30 0 95 5:15 38 45 14 97';� 0 20 7 27 124 21 37 19 37 3 �7 4:30-5:30 --Iiol 1153 U2 459 270 -12Z' 161 431 1HF 0.88 0.65 0.88 0.79 Attachment "B" Transportation Impact Study Pedestrian Analysis Worksheet Origin Rec Res , inst OfclBus Conn ind _ Other (Project Site CSi& 4, f �lnsih�o C?fficgusmessv Conrmecial � � Inclustrzal � � "tthel speoafy)£ , 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). DI OA7L(Z C C- =ti Larimer County Urban Area Street Standards January 2, 2001 5z i SZ A ,Van 5 MTA)- /lp M 0`l 1 1 ro ,rrC AJ°M 1 f IGE 2 1 1 N '1 H `�--� S if 4 6- Nj n 1 Lo��=# 1 14 1 X:� tvi IAA 73 10.36, f M -1 O-f kL ; -0 i IVO 14- d). ZO I -Z Attachment "A" Transportation Impact Study Base Assumptions Project' Informahon Project Name t77rRAIL Y�54 Project Location A/09 14 OR V AJFt t aF At6Q�rL6(J TLSrAssumphmns, 7k, Type of Study Full: y�.S Intermediate: e Study Area Boundaries North:AWNTAW EVAstA South: East: I_ ZS West: Study Years Short Range: ZO(Q Long Range: 2020 Future Traffic Growth Rate cds-- w� -- Study Intersections 1. All access drives - 5• 2. ViNcIAg-reew, E 6. 3• Vrae T�i,VC 7• 4.Vj„I&&A 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: �c Trip Generation Rates A T'ta@ 64 G' Trip Adjustment Factors Passby: / ` Captive 1 Market: ti A Overall Trip Distribution North South East West Mode Split Assumptions Committed Roadway Improvements �eoM CcTy Other Traffic Studies Cc>,ls�s-fir ca- �/,s�d hca� Areas Requiring Special Study Traffic Engineer: M A TT Local Entity Engineer: 1.( �u z3 , zao Larimer County Urban Area Street Standards January 2, 2001 Z APPENDIX A IV. CONCLUSIONS ' This study assessed the impacts of the Trail Head Residential Development on the short range (2010) 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 Trail Head Residential Development is feasible from a traffic engineering standpoint. At full ' development, the Trail Head Residential Development will generate approximately 3050 daily trip ends, 236 morning peak hour trip ends, and 308 afternoon peak hour trip ends. ' - Current operation at the key intersections is acceptable with existing controls and geometry. t- Peak hour signal warrants are likely to be met at the Timberline/Vine intersection in the short range (2010) future with the background traffic forecasts. Peak hour signal warrants are likely to be met at the Vine /Greenfields intersection in the long range (2023) future. ' - In the short range (2010) future, given development of the Trail Head Residential Development and an increase in background traffic, all of the key intersections are shown to operate acceptably with signal control at the intersections that meet the peak hour signal warrants. At the Lemay/Vine and Timberline/Vine intersections, 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. - In the long range (2023) future, given development of the Trail Head Residential Development 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. ' - Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi -modal transportation guidelines. 26 Internal Street classification Most streets within the Trail 'Head Residential Development will have volumes that are less than 1000 vehicles per day (vpd). The only exception to this will be Greenfields Street. This street is classified as a two-lane arterial street on the Fort Collins Master Street Plan. All other streets should be classified as local streets. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Trail Head Residential Development. There will be one pedestrian destination within 1320 feet of the Trail Head Residential Development. This is the Water Glen neighborhood. This site is in an area type termed "transit corridor and other." The level of service determination assumes that future developments will build 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. The Pedestrian LOS Worksheet is provided in Appendix H. The minimum level of service for "transit corridor" is B for all categories except that it is C for visual interest and amenities. With the assumed future pedestrian facilities along future streets, the pedestrian level of service will be acceptable. There are no schools within 1.5 miles of the Trail Head Residential Development. It is expected that all students within the Trail Head Residential Development will be bused. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Trail Head Residential Development. Based upon Fort Collins bicycle LOS criteria, there are no bicycle destinations within 1320 feet of the Trail Head Residential Development. A bicycle LOS worksheet is provided in Appendix H. Transit Level of Service This area of Fort service according to the contains a future transit of service will be in the ] Collins will Fort Collin level of sery 3 category. be served by feeder transit s Transit Plan. Appendix H ice worksheet. Transit level oil fa N da C' � E � m H m C� LONG RANGE (2023) GEOMETRY Figure 12 1, f9 m y a E J i- N a - y o J ~ > m o 0 CD o 3 a� -j 9 z • - Denotes Lane 4 N —� Vine SHORT RANGE (2010) GEOMETRY Figure 11 Since the entering vehicles on all legs of a roundabout are typically not stopped, the vehicle emissions at a roundabout are less than that at a stop siqn controlled or a siqnal controlled intersection. This is especially true during the non -peak hours. Accidents at roundabout intersection are less severe than those at conventional intersections. ' If a roundabout is built at this intersection, additional right-of-way will likely be required at all four quadrants of the intersection depending upon the ultimate design. A detailed cost estimate is beyond the scope of a transportation impact study. This is more appropriately provided by the roundabout design engineer. It is premature to provide a design and cost estimate unless the City of Fort Collins desires roundabout control at this intersection. It is likely that the annual maintenance costs of a roundabout will be less than that of a signalized intersection. ' Geometry The geometry at the key intersections in the short range (2010) and long range (2023) future years was determined based upon achieving acceptable operation and meeting the criteria in LCUASS. Specific lane lengths should be determined as this development goes through the development review process. The exact configurations of the intersections related to the Lemay Avenue overpass and the Timberline Road overpass are not known at this time. The configurations that were analyzed are similar to those shown in other transportation impact studies in this area of Fort Collins. Further analyses would be subject to their respective designs. Figure 11 shows a schematic of the short range (2010) geometry that would be necessary with development of the Trail Head Residential Development. In the short range future, the Vine/North Vista intersection is shown as a full movement intersection. As mentioned earlier, when Greensfields Street is extended south of Vine Drive, the Vine/North Vista intersection will likely be changed to right-in/right- out. The geometry at the Lemay/Vine and Timberline/Vine intersection, in their current locations, would require acquisition of right-of-way on the east and west legs of both intersections. Given the City plan to build the Lemay Avenue and Timberline Road overpasses, expenditure of funds, public or private, to improve the existing intersections may not be prudent. Contributions from developments that impact these intersections 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 the intersections. Figure 12 shows a schematic of the long range (2023) geometry at the key intersections. From operational and volume perspectives, the six -lane cross section of Timberline Road will not be necessary by this future time. Details regarding the intersections related to the Lemay Avenue overpass and the Timberline Road overpass should be deferred until the specific designs are proposed. TABLE 6 Long Range (2023) Total Peak Hour Operation verne Timberline/Vine Ramp NB A A (signal) NB c D (stop sign) (stop sign) NB LT A A (stop sign) NB LT A A 21 TABLE 5 Short Range (2010) Total Peak Hour Operation -1„\�ii{74Y�n rf- ``ia. -V }jJ 5A iss",'SII�Qy�ifR�tV .?�, �1 wnAe f� v A } Lemay/Vine (signal) EB C D WB D E NB B E SB C B OVERALL C D Timberline/Vine (signal) EB D C C Cine NB E D SB B B OVERALL D C Vine/Lower Loop (stop sign) SB LT/RT B B EB LT A A Vine/Wagon Trail (stop sign) SB LT/RT B B EB LT A A Vine/Greenfields (stop sign) SB LT/RT B B EB LT A A Vine/North Vista (stop sign) SB LT/RT B B EB LT A A 20 TABLE 3 Short Range (2010) Background Peak Hour Operation Unem (signal) NB B E (signal) 13 NB D D TABLE 4 Long Range (2023) Background Peak Hour Operation jersectio oventent PMI 18 2 o co .- � 265/340 �585/475 f r o rn co 150/205 4651790 —� --a-- AM/PM Rounded to Nearest 5 Vehicles o c rhS%o i LO 700/610 340/195 515/370 660/595f LONG RANGE (2023) TOTAL PEAK HOUR TRAFFIC 5/5 �-- 855/555 1S/10 0 F0� 5/6 my 1$/10 /V041 .20/10 ti. "m H c o 0 W N N 5/20 �.— 835/545� OM n 1s/S 50/205 �— 6701445 coo E o Z cl 0 ` / L 5/20 -►— 780/830 ` 5115 10125 30/95 f r910/790 y Vine 610/805 605/785 535/550 CD 395/480 —� co � 60/150 co o n m 0 � c .o GD z m E m H m Figure 10 T E J O N 140/230 `I� 240/205 In / 1 140/85 � r 15/40 160/265 —y O 75/90 o v c Gl a m Ln n o 25/25 cm } 190/165 In Iw 180/1/20 30/70 1 150/195 m 225/260 N a o N a J - ~ m w Cn O >cC > 0 Z U) N Ln ` 5/5 O Ln q N 10/25 O o L m 5/15 o Ln m N 5/25 f- 375/295� 340/280� 3151285� f 290/280 5/20 10/40 10/40 10/35 Vine 280/385 275/350 290/325 2951300 —� —w-- AM/PM Rounded to Nearest 5 Vehicles SHORT RANGE (2010) TOTAL PEAK HOUR TRAFFIC Figure 9 m J m c t m a a 9/6 55/33 64/39 �— 18/11 5/20 y -�*— AM/PM 4/14 20/75 —+ 0_ J 3 0 J 1/4 f 69/42 N it o� $1 Wagon Vail i /ram soM &4 8 NOM w � 0 0 Fort Ke 613 a�Y 1611 r� 13, A1o� o M � F � � C 0 rn m u� 3111 w CD N cm 5121 46/32 35 6/4 6/4 r \ 7/26 ` 13/49 1 16/52 19/12 — LONG RANGE (2023) SITE " Figure 8 GENERATED PEAK HOUR TRAFFIC Z1, R H 0 0 z N - 5/17 -F 8/32 V sta 46/27 — Vine a J C E J E I- 0 m J 916 -f- 9/5 3 f 18/11 'z 12 � 1/5 co w 7/24 9/6 � 92/55 J �— 102/60 --a— 66/44 2110 —o (� 5/20 —� (� 6/20 9/37 10/37 c h 28/109 —a-- 23/75 —' 36/51 +— AM/PM SHORT RANGE (2010) SITE GENERATED PEAK HOUR TRAFFIC N N C i L m � 0 rn M 5/16 coa co N 6/24 13/45 f 39/48 f 9/35 —! Vine 42/25 —► Figure 7 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. Figures 7 and 8 show ' the respective short range (2010) and long range (2023) site generated peak hour traffic assignment. Given the above discussion regarding the Vine/North Vista intersection, the long range site assignment considered this intersection as a right-in/right-out intersection. Total Traffic Figures 9 and 10 show the respective total (site plus background) short range (2010) and long range (2023) peak hour traffic at the key intersections with full development of the Trail Head Development. ' 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. All peak hour signal warrants used a speed greater than 40 mph. Using the short range (2010) background traffic forecasts, peak hour signal warrants are likely to be met at the Timberline/Vine intersection. Peak hour signal warrants are likely to be met at the Vine /Greenfields intersection in the long range (2023) future. Peak hour signal warrant analyses are provided in Appendix C. ' Operation Analysis ' Capacity analyses were performed at the key intersections. The operations analyses were conducted for the short range analysis reflecting a year 2010 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 (2010) background condition as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. The key intersections will operate acceptably during the peak hours with improved geometry at the Lemay/Vine intersection and the restricted ' northbound and southbound left turns. At the Timberline/Vine intersection, acceptable operation is achieved with the warranted signalization and the addition of an eastbound right -turn lane on Vine ' Drive. It is expected that the Timberline/Vine signal would be a temporary situation (span wire) until a more permanent solution would be implemented. ' 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 13 in o 10 � c In2651340 575/465 1 ,�-- f r o w cq Cj 690/600 650/590 150/205 465/780 o m LO O N �90/210 I�— 680/39 495/445 390/460 �- E F f AM/PM Rounded to Nearest 5 Vehicles 275/155 �— 495/355 4 N LnLn `o c O 45/195 0 645/4111 J i /—85/195 15/45 —� Vine 515/540 55/145 `� N u3 LO co n N w c N LONG RANGE (2023) BACKGROUND PEAK HOUR TRAFFIC Figure 6 ca E o J uO r' 140/230 LO LO r + 230/200 130/75 15/40 160/255 �- o LO 75/90 `D v o m �— AM/PM Rounded to Nearest 5 Vehicles E I � r 0 n4 — 15/20 N N -F 170/150 90/65 30170 r Vine 145/175 225/260 L c f° o N �- N 4 N SHORT RANGE (2010) BACKGROUND PEAK HOUR TRAFFIC Figure 5 Background Traffic Projections Figure 5 shows the short range (2010) 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 POD, KB Homes, the Lind Property ODP, Maple Hill, and the East Ridge Development. In addition to site generated traffic from other developments, existing traffic volumes were increased by 2% per year on all area streets. Since site generated traffic from other developments would likely be included in the 2% per year increase, background traffic forecasts are considered to be conservative. The street system in the short range (2010) future is essentially as it exists today, with one exception. It is assumed that in the next 8-10 years, the Lemay Avenue overpass will be completed. This improvement will eliminate the Lemay/Vine intersection and the railroad conflicts on Lemay Avenue. The overpass project will create two T- intersections. 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. However, this referendum may appear on future ballots. In light of this, the Lemay/Vine intersection was analyzed with the current signalized intersection. The current signalized intersection was analyzed with assumed geometry. The Fort Collins Traffic Operations Department will implement a "no left turns during peak hours" action for the northbound and southbound traffic on Lemay Avenue. Figure 6 shows the long range (2023) background traffic projections. The street system in the long range (2023) future will include the Lemay Avenue overpass and the Timberline Road overpass. These will eliminate the at grade intersections and the railroad conflicts at these intersections. The City initiated an amendment process for the Mountain Vista Subarea Plan. One proposal moves Vine Drive 0.20 miles to the north, beginning just west of the Trail Head site. However, since this amendment has not yet been adopted, the street network in this TIS will be the same as in other TIS' for developments in this area of Fort Collins. Traffic projections for the long range future horizon were obtained by reviewing the NFRRTP and other traffic studies prepared for this area of Fort Collins. By the long range future, Greenfields Street will connect to Mountain Vista Drive to the north and will be extended south of Vine Drive, eventually connecting to SH14. The intersection of Vine/Greenfields will require left -turn lanes on all legs. Due to the distance between Greenfields Street and North Vista Drive (510 feet on -centers), end -to -end left -turn lanes will not meet the deceleration and storage criteria of the City. As such, it is expected that the Vine/North Vista intersection will be limited to right-in/right-out movements unless the City entertains and grants a variance with regard to the deceleration requirement. 10 short range long range TRIP DISTRIBUTION N Figure 4 No Text III. PROPOSED DEVELOPMENT The Trail Head Residential Development is a residential development, located north of Vine Drive and east of Timberline Road in Fort Collins. Figure 3 shows a site plan of the Trail Head Residential Development. The short range analysis (Year 2010) includes full development of the Trail Head Residential Development and an appropriate increase in background traffic, due to normal growth and other potential developments in the area. In the short range future, it was assumed that Greenfields Street (designated as a two-lane arterial street) would not be built to the north of this site_ Eventually, Greenfields Street will intersect with Mountain Vista Drive. The long range future was assumed to be Year 2023. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 7t" 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 peak hour basis. The site plan shows a clubhouse and day care in the center of the site. The clubhouse will not generate external vehicle trips. The day care facility is expected to be small. It will primarily serve the residential uses within Trail Head. There will be few, if any, external vehicle trips. TABLE 2 Trip Generation y'Zf k 3i S C2 cqi-'� FmC �Q � C1i �nYaai �vu!`v 210 Single Family 223 D.U. 9.57 2124 0.19 42 0.56 125 0.64 143 0.37 83 230 Townhome 158 D.U. 5.86 926 0.07 11 0.37 58 0.35 55 0.17 27 Total 3050 53 183 198 110 Trip Distribution Directional distribution of the generated trips was determined for the Trail Head Residential Development based upon gravity model analysis, the location of trip attractions 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 short range (2010) and long range (2023) trip distribution used for the Trail Head Residential Development. 7 TABLE I Current Peak Hour Operation 4" r:6 �1. -Z( . . .... .. ... AMf Lemay/Vine (signal) EB c c WB c c NB B c SB c c OVERALL c c Timberline/Vine (all -way stop) EB B B WB B B NB B c SB B B OVERALL 8 B was collected in September 2002. The traffic data for the Timberline/ Vine intersection was collected in May 2002. 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. At unsignalized intersections, acceptable operation is considered to be at level of service F 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 in low density mixed -use residential areas. Pedestrian Facilities Currently, there are no pedestrian facilities along the area streets. However, when these roads are built to arterial and collector 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, Timberline Road, and Vine Drive. Currently, there are no bicycle facilities along the other area streets. However, when these roads are built to arterial and collector standards, bicycle lanes will be included in the respective cross sections. Transit Facilities Transfort does not serve this area of Fort Collins. The closest service is Route 14, which is more than one mile from the edge of the Trail Head Residential Development. W E N N \—92/177 toLo I -►-169/154 �45/45 1 (� 20/48 132/211 y 80I90 m n N C M N M N N f AM/PM E n C � v uI' 7/8 f 130/122 70/31 �J 2211/49 —� Vine 118/135 134/86 R' n A& N RECENT PEAK HOUR TRAFFIC Figure 2 W N Mountain Vista m Trail Head E E Developmen F7,Y p J Vine BURLINOTON NORTHERN RAILROAD FORT COLLINS N AIARK w C Mulber SITE LOCATION SCALE: 1 "=3000' Figure 1 ' II. EXISTING CONDITIONS The location of the Trail Head Residential Development 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 a low density mixed -use residential area. ' Land Use Land uses in the area are primarily either vacant (agriculture) or residential. There are residential uses, including the Water Glen neighborhood, to the east of the site. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. The center of Fort Collins lies to the southwest of the proposed Trail Head Residential Development. ' Roads The primary streets near the Trail Head Residential Development site are Lemay Avenue, Timberline Road, and Vine Drive. Lemay Avenue (CR13) is to the west (approximately 2.0 miles) of the Trail Head Residential Development 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. The existing speed limit in this area is 35 mph. Timberline Road (CR9E) is to the west (approximately 0.5 miles) of the Trail Head Residential Development site. It is classified as a six - lane arterial south of Vine Drive and classified as a four -lane arterial north of Vine Drive. Currently, Timberline Road has a two-lane cross section north and south of Vine Drive. At Vine Drive, Timberline Road has the northbound and southbound approaches in a single lane. The Timberline/Vine intersection has all -way stop sign control. The existing speed limit in this area is 45 mph. Vine Drive is south (adjacent) of the Trail Head Residential Development 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 adjacent to the Trail Head Residential Development site. At Lemay Avenue and Timberline Road, Vine Drive has the eastbound and westbound approaches in a single lane. The existing speed limit in this area is 45 mph. 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 E I. INTRODUCTION ' This transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Trail Head Residential Development. The proposed Trail Head Residential Development is located north of Vine Drive and east of Timberline Road in Fort Collins, Colorado. ' During the course of the analysis, numerous contacts were made with the project planning consultant (VF Ripley), the project engineer (JR Engineering), the project owner/developer (Hartshorn Farm LLC), 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. 1 LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 4 3. Site Plan ............................................ 8 4. Trip Distribution .................................... 9 5. Short Range (2010) Background Peak Hour Traffic ...... 11 6. Long Range (2023) Background Peak Hour Traffic ....... 12 7. Short Range (2010) Site Generated Peak Hour Traffic .. 14 8. Long Range (2023) Site Generated Peak Hour Traffic ... 15 9. Short Range (2010) Total Peak Hour Traffic ........... 16 10. Long Range (2023) Total Peak Hour Traffic ............ 17 11. Short Range (2010) Geometry .......................... 23 12. Long Range (2023) Geometry ........................... 24 APPENDIX A Base Assumptions Form/Peak Hour Traffic Counts B Current Peak Hour Operation/Level of Service Descriptions C Signal Warrant Analysis D Short Range Background Traffic Operation E Long Range Background Traffic Operation F Short Range Total Traffic Operation G Long Range Total Traffic Operation H Pedestrian/Bicycle/Transit Level of Service Worksheets TABLE OF CONTENTS ' Page I. Introduction ......................................... 1 II. Existing Conditions .................................. 2 LandUse .............................................. 2 Roads 2 Existing Traffic 2 ExistingOperation ................................... 5 Pedestrian Facilities ::::::.......................... 5 Bicycle Facilities . 5 Transit Facilities ................................... 5 III. Proposed Development ................................. 7 Trip Generation ...................................... 7 ' Trip Distribution .................................... 7 Background Traffic Projections . 10 Trip Assignment ...................................... 13 TotalTraffic ........................................ 13 Signal Warrants ...................................... 13 Operation Analysis 13 Roundabout Analysis .................................. 19 ' Geometry ............................................. 22 Internal Street Classification 25 Pedestrian Level of Service .......................... 25 Bicycle Level of Service ............................. 25 Transit Level of Service ............................. 25 IV. Conclusions..........................................26 ' LIST OF TABLES ' Table Page 1. Current Peak Hour Operation .......................... 6 2. Trip Generation ...................................... 7 3. Short Range (2010) Background Peak Hour Operation .... 18 4. Long Range (2023) Background Peak Hour Operation ..... 18 ' 5. Short Range (2010) Total Peak Hour Operation . 20 6. Long Range (2023) Total Peak Hour Operation . 21 TRAIL HEAD RESIDENTIAL DEVELOPMENT TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO DECEMBER 2003 Prepared for: Hartshorn Farm LLC P.O. Box 337600 Greeley, CO 80633-7600 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 FUTURE TRANSIT LEVEL OF SERVICE Travel Time Worksheet §09' - A p proM *0 iraveU gg w M CSU Campus Transit Center 5.0 18 40 Foothills Fashion Mall 7.2 24 56 Fort Collins High School 5.0 18 40 Downtown Fort Collins 4.0 16 30 Total Travel Time 76 ill 1 2.2 Service Level Standards Worksheet ,umis M. .41M ffiallm n 29"WO&I 9M Ell, M - - - gymAll Hours of Weekday 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 I Peak Load Factor < 1.2 :51.2 x 3 of 4 = LOS B RMA-1 KAWIA Multimodal Transportation Level of Service Manual LOS Standards for Development Review - Bicycle Figure 7. Bicycle LOS Worksheet level of service - connectivity motinnun actual proposed base connectivity: C C, specific connections to priority sites: description of applicable destination area within 1,320' including address destination area classification (see text) P. 20 * Iti 40u A �Ajj" Furvira) Accoa0144 To -rm-G- &�T MULecQey, ?LAN /^ City of Port Collins Transportation Master Plan Multimodal Transportation Level of Service Manual LOS Standards for Development Review - Pedestrian Figure 6. Pedestrian LOS Worksheet project location classification: TR)W5I-r �0eatyt,o(L l©Z-(f", (enter asmariyasapplyY IFTI 9 description of applicable destination area within 1,320' including address �/�I�TCYIL VrL6r4J l destination area classification o. (see text) l'•V�t �� •r t level of service (minimum based on project location classification) rowaa--i ery minitmon actual proposed mnutntun actual proposed tnittinunn actual proposed P. 18 City of Fort Collins Transportation Master Plan level of service (minimum based on project location classification) rowaa--i ery minitmon actual proposed mnutntun actual proposed tnittinunn actual proposed P. 18 City of Fort Collins Transportation Master Plan Mountain Vista m c z m U- Vine BURLINGTON NORTHERN RAILROAD FORT COLLINS DOWNTOWN AIRPARK lu SCALE: 1 "=2000' N PEDESTRIAN INFLUENCE AREA APPENDIX H -7(0 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am Intersection: Greenfields/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long kgrd total Project ID: 0228 East/West Street: North Vista North/South Street: Greenfields Street 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 525 5 5 395 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 552 5 5 415 Percent Heavy Vehicles -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 1 1 Configuration 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 5 0 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 5 0 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 Movement 1 4 7 8 9 10 Lane Config L LR v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 5 5 1014 276 0.00 0.02 0.01 0.06 8.6 18.3 A C 18.3 C Eastbound 11 12 75 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period pm Intersection: Greenfields/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong kgrd total Project ID: .0228 East/West Street: North Vista North/South Street: Greenfields Street 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 1 L T R Volume 310 5 0 485 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 326 5 0 510 Percent Heavy Vehicles -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 1 1 Configuration TR L T 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 5 5 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HER 5 5 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 1 7 8 9 I 10 11 12 Lane Config L I LR I v (vph) 0 10 C(m) (vph) 1228 457 v/c 0.00 0.02 95% queue length 0.00 0.07 Control Delay 7.9 13.1 LOS A B Approach Delay 13.1 Approach LOS B -74- HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am Intersection: Greenfields/Wagon Trail Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong bkgrd tota Project ID: 0228 East/West Street: Wagon Trail North/South Street: Greenfields Street 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 10 520 15 5 385 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 10 547 15 5 405 10 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L 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 5 0 5 5 0 10 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 0 5 5 0 10 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L L I LTR I LTR v (vph) 10 5 10 15 C(m) (vph) 1144 1009 307 391 v/c 0.01 0.00 0.03 0.04 95% queue length 0.03 0.01 0.10 0.12 Control Delay 8.2 8.6 17.1 14.6 LOS A A C B Approach Delay 17.1 14.6 Approach LOS C B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: appm' Intersection: Greenfields/Wagon Trail Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon bkgrd total Project ID: 0228 East/West Street: Wagon Trail North/South Street: Greenfields Street 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 5 300 5 5 4UU 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 315 5 5 505 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L 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 10 0 5 10 0 15 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 10 0 5 10 0 15 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade M 0 0 No / Flared Approach: Exists?/Storage No / Lanes 0 1 0 0 1 0 Configuration LTR LTR 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 LTR I LTR v (vph) 5 5 15 25 C(m) (vph) 1055 1240 341 399 v/c 0.00 0.00 0.04 0.06 95% queue length 0.01 0.01 0.14 0.20 Control Delay 8.4 7.9 16.0 14.6 LOS A A C B Approach'Delay 16.0 14.6 Approach LOS C B q HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Greenfields/Fort Kearny Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0228 East/West Street: Fort Kearny North/South Street: Greenfields Street 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 30 530 15 5 375 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 31 557 15 5 394 21 Percent Heavy Vehicles 2 -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? Yes No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R volume 5 0 5 10 0 10 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 0 5 10 0 10 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR 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 LTR I LTR v lvpn/ 31 5 10 20 C(m) (vph) 1144 976 284 295 v/c 0.03 0.01 0.04 0.07 95% queue length 0.08 0.02 0.11 0.22 Control Delay 8.2 8.7 18.1 18.1 LOS A A C C Approach Delay 18.1 18.1 Approach LOS C C -7t HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Greenfields/Fort Kearny Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong bkgrd total Project ID: 0228 East/West Street: Fort Kearny North/South Street: Greenfields Street 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 Volume 5 290 5 0 500 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 305 5 0 526 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? Yes No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 15 0 5 15 0 20 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 0 5 15 0 21 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade M 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR 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 LTR I LTR v (vph) 5 0 20 36 C(m) (vph) 1036 1285 329 398 v/c 0.00 0.00 0.06 0.09 95% queue length 0.01 0.00 0.19 0.30 Control Delay 8.5 7.8 16.6 14.9 LOS A A C B Approach Delay 16.6 14.9 Approach LOS C B -1d HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am'_'�_- Intersection: Vine/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd tota l Project ID: 0228 East/West Street: Vine Drive North/South Street: North Vista Drive 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 790 830 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 831 873 21 Percent Heavy Vehicles Median Type/Storage TWLTL / 1 RT Channelized? Lanes 2 2 0 Configuration T T TR Upstream Signal? Yes No Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 20 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 21 Percent Heavy Vehicles 0 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config I I R v (vph) 21 C(m) (vph) 564 v/c 0.04 95% queue length 0.12 Control Delay 11.6 LOS B Approach Delay 11.6 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d ' TWO-WAY STOP CONTROL SUMMARY Analyst: Michael ' Agency/Co.: Matthew J. Delich, P.E. Date Performed: 17/2003 Analysis Time Period. am pm Intersection: ine/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short QLnc bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: North Vista Drive 1 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 910 780 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 957 821 5 Percent Heavy Vehicles -- -- -- -- Median Type/Storage TWLTL RT Channelized? Lanes 2 Configuration T Upstream Signal? Yes ' Minor Street: Approach Northbound Movement 7 8 9 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage ' Lanes Configuration / 1 2 0 T TR No Southbound I 10 11 12 I L T R 30 0.95 31 0 0 n 1 R Approach Movement Lane Config Delay, Queue Length, and Level of EB WB Northbound 1 4 1 7 8 9 I Service Southbound I 10 11 I 12 R v (vph) 31 C(m) (vph) 594 ' v/c 0.05 95% queue length 0.16 Control Delay 11.4 LOS B ' Approach Delay 11.4 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 E-Mail: mdelich@frii.com Fax: 970-669-5034 ROUNDABOUT ANALYSIS Analyst: Michael . Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/19/2003 Analysis Time Period: am Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short on bkgr otal Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields Street Volumes and Adjustment I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R L T R i I I I I I Volume 195 550 150 1200 445 205 160 275 110 1130 200 60 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 Flow Rate 1100 578 157 1210 468 215 163 289 115 1136 210 63 1 Eastbound Westbound Northbound Approach Flow Rate 835 893 467 Conflicting Circulating Flow 556 452 814 Critical Gap and Follow-up Time Critical Gap (sec): Upper bound 4.10 4.10 Lower bound 4.60 4.60 Follow-up Time (sec): Upper bound 2.60 2.60 Lower bound 3.10 3.10 Results: Capacity and v/c Ratio Capacity (Eq. 10-124): Upper bound 892 Lower bound 718 v/c Ratio: Upper bound 0.94 Lower bound 1.16 4.10 4.60 2.60 3.10 Southbound 409 741 4.10 4.60 2.60 3.10 969 724 768 786 570 609 0.92 0.65 0.53 1.14 0.82 0.67 0 HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 E-Mail: mdelich@frii.com Fax: 970-669-5034 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/19/2003 Analysis Time Period: (g)pm Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields Street Volumes and Adjustment I Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R I I I I I I Volume 130 535 60 190 670 50 185 220 175 1200 250 85 I PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 Flow Rate 131 563 63 194 705 52 189 231 184 1210 263 89 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 657 851 504 562 Conflicting Circulating Flow 567 351 804 888 Critical Gap and Follow-up Time Critical Gap (sec): Upper bound 4.10 4.10 4.10 4.10 Lower bound 4.60 4.60 4.60 4.60 Follow-up Time (sec): Upper bound 2.60 2.60 2.60 2.60 Lower bound 3.10 3.10 3.10 3.10 Results: Capacity and v/c Ratio Capacity (Eq. 10-124): Upper bound 884 1051 730 682 Lower bound 711 859 576 534 v/c Ratio: Upper bound 0.74 0.81 0.69 0.82 Lower bound 0.92 0.99 0.88 1.05 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Vine/Greenfields Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am( ots Year recent on bkgrd t Project ID 228 E/W St: Vine Drive N/S St: Greenfields Street 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 2 1 1 1 2 1 1 1 1 0 i 1 1 1 1 LGConfig I L T R I L T R I L TR I L T R I Volume 195 550 150 1200 445 205 160 275 110 1130 200 60 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 1 RTOR Vol I 0 I 0 I 0 I 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A P 1 NB Left A A Thru P 1 Thru A Right P 1 Right A Peds X 1 Peds X WB Left A I SB Left A A Thru P 1 Thru A Right P 1 Right A Peds X 1 Peds X NB Right 1 EB Right A SB Right A 1 WB Right A Green 14.0 40.0 6.0 30.0 Yellow 0.0 3.0 0.0 3.0 All Red 0.0 2.0 0.0 2.0 Appr/ Lane Grp Lane Group Capacity Eastbound L 540 T 1416 R 807 Westbound L 266 T 1416 R 807 Northbound L 366 TR 535 Southbound Cycle Length: 100.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 1770 0.19 0.55 11.4 B 3539 0.41 0.40 22.4 C 19.4 B 1583 0.20 0.51 13.5 B 1770 0.79 0.15 56.1 E 3539 0.33 0.40 21.4 C 27.8 C 1583 0.27 0.51 14.1 B 1770 0.17 0.37 21.3 C 1783 0.76 0.30 37.9 D 35.6 D L 219 1770 0.63 0.37 29.4 C T 559 1863 0.38 0.30 28.1 C 26.3 C R 776 1583 0.08 0.49 13.6 B Intersection Delay = 26.3 (sec/veh) Intersection LOS = C secs ' HCS2000: Signalized Intersections Release 4.1d ' Analyst: Michael Inter.: Vine/Greenfields Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period:(2m�m Year recen ong bkgr total Project 7D: 0228 E/W St: Vine Drive N/S St: Greenfields Street ' SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I 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 2 1 I 1 2 1 I 1 1 0 I 1 1 1 I LGConfig I L T R I L T R I L TR I L T R I ' Volume 130 535 60 190 670 50 185 220 175 1200 250 85 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 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 8 EB Left A P I NB Left A A Thru P I Thru A Right P I Right A Peds X I Peds X WB Left A I SB Left A A Thru P I Thru A Right P I Right A Peds X I Peds X NB Right 1'EB Right A SB Right A I WB Right A Green 8.0 43.0 7.0 32.0 Yellow 0.0 3.0 0.0 3.0 All Red 0.0 2.0 0.0 2.0 Cycle Length: 100.0 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 361 1770 0.09 0.52 13.0 B T 1522 3539 0.37 0.43 20.0+ C 18.8 B R 871 1583 0.07 0.55 10.6 B Westbound L 159 1770 0.60 0.09 49.8 D T 1522 3539 0.46 0.43 21.3 C 23.8 C R 871 1583 0.06 0.55 10.5 B Northbound L 369 1770 0.24 0.40 20.0+ C TR 556 1739 0.75 0.32 36.0 D 33.2 C Southbound L 254 1770 0.83 0.40 49.8 D T 596 1863 0.44 0.32 27.4 C 34.0 C R 712 1583 0.13 0.45- 16.1 B Intersection Delay = 26.6 (sec/veh) Intersection LOS = C secs M HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: (9 pm Intersection: Vine/Wagon Trail Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short Q.on bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Wagon Trail Road 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 I L T R Volume 10 605 835 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 10 636 878 5 Percent Heavy Vehicles 0 Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? Yes Yes Minor.Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration ---20-- -- 25------ 0.95 0.95 21 26 0 0 0 / No / 0 0 LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 I 10 11 12 Lane Config L I LR v (vph) 10 47 C(m) (vph) 884 525 v/c 0.01 0.09 95% queue length 0.03 0.29 Control Delay 9.1 12.5 LOS A B Approach Delay 12.5 Approach LOS B (v 2 r, HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am Intersection: Vine/Lower Loop Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short on bkgrd otal Project ID: 0228 East/West Street: Vine Drive North/South Street: Lower Loop Drive Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ' Major Street: Approach Eastbound Movement 1 2 3 1 4 L T R I L Westbound 5 6 T R ' Volume 15 805 555, 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 847 584 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 2 0 ' Configuration L T T TR Upstream Signal? Yes Yes Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R ' Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR ' Percent Heavy Vehicles Percent Grade (o) 0 Flared Approach: Exists?/Storage Lanes Configuration 5 10 0.95 0.95 5 10 0 0 0 / No / 0 0 LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L I I LR v (vph) 15 15 C(m) (vph) 1080 626 v/c 0.01 0.02 95% queue length 0.04 0.07 Control Delay 8.4 10.9 LOS A B Approach Delay 10.9 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: pm Intersection: ine/Lower Loop Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Lower Loop Drive Intersection Orientation: EW Study period (hrs) Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 L T R I L T Volume 5 610 855 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 642 900 Percent Heavy Vehicles 0 -- -- __ Median Type/Storage TWLTL / 1 RT Channelized? L 0.25 I 0.95 5 anes i z 2 0 Configuration L T T TR Upstream -Signal? Yes Yes Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume -- Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration 5 15 0.95 0.95 5 15 0 0 0 / No 0 0 LR r Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v lvpn) I5 20 C(m) (vph) 861 619 v/c 0.01 0.03 95% queue length 0.02 0.10 Control Delay 9.2 11.0 LOS A B Approach Delay 11.0 Approach LOS B (520 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Period: am dw Jurisd: Fort Collins Year recent lon bkgrd 62D Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I I No. Lanes I 2 2 0 I I I 0 2 1 I 0 0 0 I 1 0 1 LGConfig I L T I T R I I L R Volume 1445 480 I 370 195 I 1315 480 Lane Width 112.0 12.0 I 12.0 12.0 1 112.0 12.0 RTOR Vol 1 I 0 1 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 A I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A I WB Right A Green 17.0 41.0 30.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 618 3433 0.76 0.18 _.44.3 D T 2123 3539 0.24 0.60 9.4 A 26.2 C Westbound T 1451 3539 0.27 0.41 20.0+ C 14.3 B R 1203 1583 0.17 0.76 3.4 A Northbound Southbound L 549 1770 0.60 0.31 31.2 C 23.4 C R 823 1583 0.61 0.52 18.3 B Intersection Delay = 22.3 (sec/veh) Intersection LOS = C 57 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: em)pm Year recent ong kgrd total Project ID: 0228 E/W St: Vine Drive N/S St: Timberline Road (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 L I T R I L T R I L T R I L T R I I No. Lanes 1 2 I I I I 0 2 1 1 0 0 0 1 1 0 1 I 2 0 LGConfig I L T I T R I I L R Volume 1495 395 I 515 340 I 1230 570 1 Lane Width 112.0 12.0 1 12.0 12.0 I 112.0 12.0 1 RTOR Vol I 1 0 I 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A 1 WB Right A Green 17.0 41.0 30.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity I (s) v/c g/C Delay LOS Delay LOS Eastbound L 618 3433 0.84 0.18 49.9 D T 2123 3539 0.20 0.60 9.1 A 31.8 C Westbound T 1451 3539 0.37 0.41. 21.3 C 14.4 B R 1203 1583 0.30 0.76 3.9 A Northbound Southbound L 549 1770 0.44 0.31 28.1 C 23.7 C R 823 1583 0.73 0.52 21.9 C Intersection Delay = 23.4 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am d0m>Year recent ong bkgr total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY 1. Eastbound I Westbound I Northbound I Southbound I 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 0 0 0 1 2 0 1 1 0 2 1 1 1 2 0 I LGConfig I I L R I T R I L T 1 Volume I 1425 215 1 480 650 1145 300 1 Lane Width I 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right I Right P Peds X 1 Peds X WB Left A 1 SB Left A P Thru 1 Thru A P Right A 1 Right Peds X 1 Peds X NB Right A 1 EB Right SB Right 1 WB Right A Green 38.0 6.0 44.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1339 3433 0.33 0.39 21.5 R 776 1583 0.29 0.4'9 15.4 Northbound T 1557 3539 0.32 0.44 18.8 R 1377 1583 0.50 0.87 1.8 Southbound L 440 1770 0.35 0.53 13.1 T 1840 3539 0.17 0.52 12.7 Intersection Delay = 12.8 (sec/veh) C 19.5 B B B 9.0 A A B B 12.8 B Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Timberline/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent ong bkgrd total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound 1 Northbound I Southbound 1 I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 1 l 1 2 0 1 LGConfig I I L R I T R I L T I Volume I 1735 100 1 230 560 1240 450 1 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 I RTOR Vol I 1 0 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right I Right P Peds X I Peds X WB Left A 1 SB Left A P Thru 1 Thru A P Right A 1 Right Peds X 1 Peds X NB Right A I EB Right SB Right I WB Right A Green 38.0 6.0 44.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1339 3433 0.58 0.39 24.E R 776 1583 0.14 0.49 14.0 Northbound T 1557 3539 0.16 0.44 17.0 R 1377 1583 0.43 0.87 1.6 Southbound L 583 1770 0.43 0.53 15.4 T 1840 3539 0.26 0.52 13.4 Intersection Delay = 14.7 (sec/veh) C 23.4 C B B 6.1 A A B B 14.1 B Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: Period: 10/15/02 am pm ' Jurisd: Year Fort Collins recent on bkgrd tota Project ID• 228 E/W St: Vine Drive NIS St: Lemay Avenue (Ramp) SIGNALIZED INTERSECTION SUMMARY 1 Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I No. Lanes I 1 1 2 0 I I 0 0 I 2 0 1 I 0 2 1 I 0 LGConfig I L T I T R I I L R Volume 1205 790 I 595 610 1 1675 190 Lane Width 112.0 12.0 I 12.0 12.0 1 112.0 12.0 RTOR Vol 1 I 0 I 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 A P I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left i SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A I WB Right A Green 6.0 46.0 36.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Cycle Length: 100.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound L 401 1770 0.54 0.55 14.0 B T 1911 3539 0.44 0.54 14.0 B 14.0 B Westbound T 1628 3539 0.38 0.46 18.4 B 9.9 A R 1377 1583 0.47 0.87 1.7 A Northbound Southbound L 1270 3433 0.56 0.37 25.6 C 23.5 C R 744 1583 0.27 0.47 16.3 B Intersection Delay = 15.1 (sec/veh) Intersection LOS = B secs s �r 2 HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay Ramp/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am) pm Year recent ong kgrd otal Project ID: 0228 E/W St: Vine Drive N/S St: Lemay Avenue (Ramp) SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R No. Lanes I 1 1 I I I I 0 2 1 1 0 0 0 1 2 0 2 0 LGConfig I L T I T R I I L Volume 1150 465 I 660 700 1 1485 Lane Width 112.0 12.0 I 12.0 12.0 1 112.0 RTOR Vol 1 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A P I NB Left Thru A P I Thru Right I Right Peds X I Peds X WB Left I SB Left A Thru P I Thru Right P I Right A Peds X I Peds X NB Right I EB Right SB Right A I WB Right A Green 6.0 46.0 36.0 Yellow 0.0 3.0 3.0 All Red 2.0 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Cycle Length: 100.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound L 371 1770 0.43 0.55 13.1 B T _ 1911 3539 0.26 0.54 12.3 B 12.5 B Westbound T 1628 3539 0.43 0.46 19.0 B 10.2 B R 1377 1583 0.54 0.87 2.0 A Northbound Southbound L 1270 3433 0.40 0.37 23.5 C 21.4 C R 744 1583 0.30 0.47 16.6 B Intersection Delay = 13.7 (sec/veh) Intersection LOS = B 1 R 215 12.0 0 secs 434- HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: am pm Year recent ong bkgrd total Project ID: 0228 E/W St: Vine Drive (Ramp) N/S St:.Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R No. Lanes 1 0 0 0 1 2 0 1 1 0 2 1 1 2 2 0 LGConfig I I L R I T R I L T Volume 1 1475 340 1 1050 455 1410 655 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 RTOR Vol I 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combinationl 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left A Thru I Thru A P Right A i Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right A Green 28.0 14.0 46.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 996 3433 0.50 0.29 29.9 C 25.2 C R 744 1583 0.48 0.47 18.6 B Northbound T 1628 3539 0.68 0.46 23.5 C 17.4 B R 1251 1583 0.38 0.79 3.4 A Southbound L 515 3433 0.84 0.15 53.0 D T 2194 3539 0.31 0.62 9.0 A 26.0 C Intersection Delay = 22.0 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1d Analyst: Michael Inter.: Lemay/Vine Ramp Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/15/02 Jurisd: Fort Collins Period: ® pm Year recent Gng bkgrd otal Project ID: 0228 E/W St: Vine Drive (Ramp) NIS St: Lemay Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I No. Lanes 1 0 0 0 I 2 0 1 1 0 2 1 1 2 2 0 I LGConfig I I L R I T R I L T 1 Volume I 1585 265 1 355 180 1500 1015 I Lane Width I 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I I 0 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right 1 Right P Peds X I Peds X WB Left A 1 SB Left A Thru I Thru A P Right A 1 Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right A Green 30.0 17.0 41.0 Yellow 3.0 0.0 3.0 All Red 2.0 2.0 2.0 Cycle Length: 100.0 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 Westbound L 1064 3433 0.58 0.31 29.8 R 823 1583 0.34 0.52 14.2 Northbound T 1451 3539 0.25 0.41 19.9 R 1203 1583 0.16 0.76 3.3 Southbound L 618 3433 0.85 0.18 50.7 T 2123 3539 0..50 0.60 11.7 Intersection Delay = 22.8 (sec/veh) C 25.0 C B B 14.3 B A D B 24.5 C Intersection LOS = C APPENDIX G 51 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am Intersection: Vine/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: hor long bkgrd otal Project ID: 0228 East/West Street: Vine Drive North/South Street: North Vista Drive 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 35 300 280 25 Peak -Hour Factor, PHF 0.85 0.85 0.85. 0.85 Hourly Flow Rate, HFR 41 352 329 29 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 15 20 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 17 23 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L I I LR v (vph) 41 40 C(m) (vph) 1212 581 v/c 0.03 0.07 95% queue length 0.10 0.22 Control Delay 8.1 11.7 LOS A B Approach Delay 11.7 Approach LOS B 0 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period:�pm Intersection: Vine/North Vista Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: North Vista Drive ,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 10 295 290 5 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 11 347 341 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L .T TR Upstream Signal? No No Minor Street:. Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration 25 30 0.85 0.85 29 35 0 0 X / No 0 0 LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L I I LR v (vph) 11 64 C(m) (vph) 1224 597 v/c 0.01 0.11 95% queue length 0.03 0.36 Control Delay, 8.0 11.8 LOS A B Approach Delay 11.8 Approach LOS B Al HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields Street 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 40 325 285 15 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 47 382 335 17 Percent Heavy Vehicles 0 "-- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R ( L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage / Lanes Configuration Approach Movement Lane Config 10 20 0.85 0.85 11 23 0 0 0 No / 0 0 LR Delay, Queue Length, and Level of Service EB WB Northbound Southbound 1 4 1 7 8 9 ( 10 11 12 L I I LR v (vph) 47 34 C(m) (vph) 1218 595 v/c 0.04 0.06 95% queue length 0.12 0.18 Control Delay 8.1 11.4 LOS A B Approach Delay 11.4 Approach LOS B E 4- r$ HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am m Intersection: Vine/Greenfields Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Greenfields Street 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 10 290 315 5 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 11 341 370 5 Percent Heavy Vehicles 0. -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 15 35 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 17 41 Percent.Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR 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 EB WB Northbound I Southbound 1 4 1 7 8 9 I 10 11 12 L I I LR 11 58 1195 612 0.01 0.09 0.03 0.31 8.0 11.5 A B 11.5 B 43 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period: am pm Intersection: Vine/Wagon Trail Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor long bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Wagon Trail Road 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 1 L T R Volume 40 350 280 25 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 47 411 329 29 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R 1 L T R Volume 15 20 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 17 23 Percent Heavy Vehicles 0 0 Percent Grade (8) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v (vph) 47 40 C(m) (vph) 1212 560 v/c 0.04 0.07 95% queue length 0.12 0.23 Control Delay 8.1 11.9 LOS A B Approach Delay 11.9 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 12/17/2003 Analysis Time Period:am pm Intersection: Vine/Wagon Trail Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: hortllong bkgrd total Project ID: 0228 East/West Street: Vine Drive North/South Street: Wagon Trail Road 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 10 275 340 10 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 11 323 399 11 Percent Heavy Vehicles 0 -- -- -- -- Median Type,/Storage TWLTL / 1 RT Channelized? Lanes 1 1 1 0 Configuration L T TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 25 40 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 29 47 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v (vph) 11 76 C(m) (vph) 1160 578 v/c 0.01 0.13 95% queue length 0.03 0.45 Control Delay 8.1 12.2 LOS A B Approach Delay 12.2 Approach LOS B