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Home My WebLink AboutKINARD JUNIOR HIGH SCHOOL - SITE PLAN ADVISORY REVIEW - 42-04 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY' HCS2000: Unsignalized Intersections Release 4.1d 'Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80538 tPhone: 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: 9 29 4 Analysis Time Period:.. :30-8:30a 2:30-3:30pm Intersection: Zieg er rilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor long bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment 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 Volume 1170 10 I I 0 10 10 20 10 100 0 I 1 110 30 205 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow Rate 1199 11 0 10 11 23 10 117 0 I11 35 241 1 Eastbound Westbound Approach Flow Rate 210 34 Conflicting Circulating Flow 46 316 Northbound Critical Gap and Follow-up Time 117 221 Southbound 287 11 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 1335 Lower bound 1116 v/c Ratio: Upper bound 0.16 Lower bound 0.19 1080 1164 1372 885 961 1150 0.03 0.10 0.21 0.04 0.12 0.25 HCS2000: Unsignalized Intersections Release 4.1d ' TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am :30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent 6hor long bkgr total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road 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 I L T R Volume 0 45 0 20 50 100 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 52 0 23 58 117 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 Peak Hour Factor, PHF 0.85 Hourly Flow Rate, HFR 2 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration Approach Movement Lane Config 5 10 115 5 0 0.85 0.85 0.85 0.85 0.85 5 11 135 5 0 0 0 0 0 0 0 0 No / No 1 0 1 1 0 LTR L TR Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 7 8 9 1 10 11 12 L L LTR I L TR v (vph) 0 23 18 135 5 C(m) (vph) 1414 1567 838 783 729 v/c 0.00 0.01 0.02 0.17 0.01 95% queue length 0.00 0.04 0.07 0.62 0.02 Control Delay 7.5 7.3 9.4 10.6 10.0- LOS A A A B A Approach Delay 9.4 10.5 Approach LOS A B . `? 0 ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY 'Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 'Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: ziegrer7Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short long bkgr total Project ID: 0474 East/West Street: Trilby Road 'North/South Street:" Ziegler`Road 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 0 100 0 10 30 205 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0:85 Hourly Flow Rate, HFR 0 117 0- 11 35 241 Percent Heavy Vehicles 0 0 Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 0 1 1 1 Configuration L TR L T R 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 0 10 20 170 10 01 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HER 0 11 23 199 11 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No. / Lanes 0 1 0 1 1 0 Configuration LTR L TR 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 L TR v (vph) 0 11 34 199 11 C(m) (vph) 1299 1484 750 738 718 1 v/c 0.00 0.01 0.05 0.27 0.02 95% queue length 0.00 0.02 0.14 1.09 0.05 Control Delay 7.8 7.4 10.0+ 11.7 10.1 LOS A A B B B Approach Delay 10.0+ 11.6 Approach LOS B B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30:30p -3m Intersection: Ziegler/Shallow on Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short ong bkgr total Project ID: 0474 , East/West Street: Shallow Pond North/South Street: Ziegler Road 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 0 170 1 90 170 1 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 199 1 105 199 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 0 110 5 0 0 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 1 0 129 5 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 , 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 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 0 105 130 5 C(m) (vph) 1384 1384 838 294 v/c 0:00 0.08 0.16 ' 0.02 95% queue length 0.00 0.25 0.55 0.05 Control Delay 7.6 7.8 10.1 17.5 LOS A A B C ' Approach Delay 10.1 17.5 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/2 2004 'Analysis Time Period: :30-8:30a 2:30-3:30pm Intersection: Zie er allow Pond Jurisdiction: Fort Collins Units: U. S. Customary 1 Analysis Year: recent short ong bkgr total Project ID: 0474 East/West Street: Shallow Pond 'North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 1 4 L T R I L Southbound 5 6 T R ' Volume 0 295 0 100 245 5 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85, 0.85 0.85 Flow Rate, HFR 0 347 0- 117 288 5- 'Hourly Percent Heavy Vehicles 0 0 Median..Type/Storage Undivided / RT Channelized? 'Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No ' Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R Volume 1 0 145 1 0 0 Peak Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Flow Rate, HFR 1 0 170 1 0 0 'Hourly Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Approach: Exists?/Storage No / No / 'Flared Lanes 0 1 0 0 1 0 Configuration LTR LTR Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 I 7 .8 9 I 10 11 LTR LTR I LTR I LTR v (vph) 0 117 171 1 (vph) 1280 1223 694 166 'C(m) v/c 0.00 0.10 0.25 0.01 95% queue length 0.00 0.32 0.97 0.02 Delay 7.8 8.3 11.9 26.8 'Control LOS A A B D Approach Delay 11.9 26.8 Approach LOS B D 1 12 HCS2000: Unsignalized Intersections Release 4.1d Michael Delich Matthew J. Delich, P.E. 2272 Glen Haven Drive Loveland, CO 80536 Phone: 970-669-2061 Fax: 970-669-5034 E-mail: mdelich@frii.com ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment 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 I I Volume 165 140 105 145 150 120 195 150 40 1110 110 65 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow Rate 176 164 123 152 176 141 1111 176 47 1129 129 76 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 363 369 334 334 Conflicting Circulating Flow 310 363 369 339 Critical Gap and Follow-up Time Critical Gap (sec): 1. 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 1085 1041 1036 1061 Lower bound 890 850 845 868 v/c Ratio: Upper bound 0.33 0.35 0.32 0.31 Lower bound 0.41 0.43 0.40 0.38 ' 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 a Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 Analysis Time Period: 7:30-8:30am 2:30-3:30pm .Intersection: Zieg er Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgr total 'Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road ' 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 1 I 1 I I 1 Volume 1215 150 130 ►40 160 155 1140 250 50 190 180 40 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1. Flow Rate 1252 176 152 147 188 182 1164 294 58 1105 211 47 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 580 417 516 363 Conflicting Circulating Flow ' 363 710 533 399 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 1041 788 ' Lower bound 850 626 v/c Ratio: Upper bound 0.56 0.53 ' Lower bound 0.68 0.67 4.10 4.10 4.60 4.60 2.60 2.60 3.10 3.10 909 1011 732 824 0.57 0.36 0.70 0.44 hRT-adj -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 hadj, computed 0.5 0.0 0.5 0.0 0.5 -0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow rate 76 164 52 176 102 204 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0:07 0.15 0.05 0.16 0.09 0.18 hd, final value 7.22 6.72 7.24 6.74 7.00 6.35 x, final value 0.15 0.31 0.10 0.33. 0.20 0.36 Move -up time,_m 2.3 2.3 2.3 Service Time 4.9 4.4 4.9 4.4 4.7 4.1 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 76 164 -52 176 102 204 Service Time 4.9 4.4 4.9 4.4 4.7 4.1 Utilization, x 0.15 0.31 '0.10 0.33 0.20 0.36 Dep. headway„ hd 7.22 .. 6.72 7.24 6..74 7.00 6.35 Capacity 326 414 302 426 352 454 Delay 11.21 -12.36 10.78 12.71 11.42 •-12.58 LOS 'B B B B B B Approach: Delay 11.99 12.27 12.20 LOS B B B Intersection Delay 12.15 Intersection LOS B -0.7 1.7 0.5 -0.2 Southbound L1 L2 129 205 3.20 3.20 0.11 0.18 6.96 6.20 0.25 0.35 2.3 4.7 3.9 Southbound L1 L2 129 205 4.7 3.9 0.25 0.35 6.96 6.20 379 455 11.96 12.26 B B 12.14 B._ 1, xk 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 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: 2 Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30 Intersection: Ziegler/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Year: recent short long bkgr total 'Analysis Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road ' Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound I Westbound Northbound I Southbound I L T R i L T R I L T R I L T R 1 ' I Volume 165 140 I I 1 55 145 150 90 195 I I 110 65 1 150 40 1110 % Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Configuration L T L T L TR L TR PHF 0.85 0.85 0.85 0.85 0.93 0.93 0.85 0.85 Rate 76 164 52 176 102 204 129 205 'Flow % Heavy Veh 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 Opposing -Lanes 2 2 2 2 Conflicting -lanes 2 2 2 2 Geometry group 5 5 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet ' Eastbound L1 L2 Flow Rates: Total in Lane 76 164 Left -Turn 76 0 Right -Turn 0 0 Left -Turns 1.0 0.0 'Prop. Prop. Right -Turns 0.0 0.0 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 Adjustments Exhibit 17-33: hLT-adj 0.5 Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 52 176 102 204 129 205 52 0 102 0 129 0 0 0 0 43 0 76 1.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 5 5 5 0.5 0.5 0.5 hRT-adj -0.7 -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 0.0 0.5 0.0 0.5 -0.1 0.5 -0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Flow rate 252. 176. 47 18.8 164 352 105 258 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.22 0.16 0.04 0.17 0.15 0.31 0.09 0.23 hd, final value 8.18 7.68 8.57 8.07 7.97. 7.35 8.22 7.59 x, final value 0.57 0.38 0.11 0.42 0.36 0.72 0.24 0.54 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 5.9 5.4 6.3 5.8 5.7 5.1 5.9 5.3 Worksheet 5 - Capacity and Level of Service Eastbound Westbound _ Northbound Southbound L1- L2 Ll L2 L1 L2 L1 L2 Flow Rate 252 176 47 188 164 352 105 258 Service Time 5.9 5.4 6.3 5.8 5.7 5.1 5.9 5.3 Utilization, x. 0.57 0.38 0.11 0.42 0.36 0.72 0.24 0.54 Dep. headway, hd 8.18 7.68 8.57 8.07 7.97 7.35 8.22 7.59 Capacity 429 426 297 426 414 482 355 460 Delay 21.29 14.93 12.35 16.52 15.14 26.69 13.50 19.00 LOS C B B C C D B C Approach: Delay 18.67 15.68 23.02 17.40 LOS C C C C Intersection Delay 19.37 Intersection LOS C q' ' 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 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Fax: 970-669-5034 Analyst: 2 'Agency/Co.: Matthew J. Delich, P.E. Date Performed:. 9 Analysis Time Period: :30-8:30a 2:30-3:30pm 'Intersection: Zie echter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short long bkgr total 'Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road ' Worksheet 2 - Volume Adjustments and Site Characteristics 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 Volume 1215 150 130 I I I I 250 50 190 180 40 1 160 99 1140 140 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 ' Configuration L T L T L TR L TR PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Rate 252 176 47 188 164 352 105 258 'Flow % Heavy Veh 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 Opposing -Lanes 2 2 2 2 Conflicting -lanes 2 2 2 2 Geometry group 5 5 5 5 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 252 176 Left -Turn 252 0 Right -Turn 0 0. Prop. Left -Turns 1.0 0.0 Prop. Right -Turns 0.0 0.0 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 Adjustments Exhibit 17-33: hLT-adj 0.5 Southbound Ll L2 47 188 164 352 105 258 47 0 164 0 105 0 0 0 0 58 0 47 1.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 5 5 5 0.5 0.5 0.5 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: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Timberline/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong bkgr total Project ID,• 0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road Volumes and Adjustment 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 Volume 145 20 I I 15 1230 25 130 110 I I 410 215 1230 495 50 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow Rate 152 23 17 1270 29 152 Ill 482 252 1270 582 58 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 92 451 745 910 Conflicting Circulating Flow 1122 545 345 310 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 563 900 1056 1085 Lower bound 431 725 863 890 v/c Ratio: Upper bound 0.16 0.50 0.71 0.84 Lower bound 0.21 0.62 0.86 1.02 E ' 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: 9 200 Analysis Time Period: :30-8 Tam 2:30-3:30pm Intersection: Timber ine/Kechter tJurisdiction: Fort Collins .;%Units: U. S. Customary Analysis Year: short long bkgr total 'Project ID: 0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road Volumes and Adjustment 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 Volume 175 35 25 1205 10 210 .15 570 325 1235 365 20 I PHF 10.89 0.89 0.89 10.85 0.85 0.85 10.96 0.96 0.96 10.85 0.85 0.85 1 ' Flow Rate 184 39 28 1241 11 247 15 593 338 1276 429 23 1 ' Eastbound Approach Flow Rate 151 Conflicting Circulating Flow 946 Westbound .t 682 Northbound 936 Critical Gap and Follow-up Time 399 Southbound 728 257 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 650 806 1011 1132 ' Lower bound 506 642 824 932 v/c Ratio: Upper bound 0.23 0.62 0.93 0.64 Lower bound 1 0.30 0.78 1.14 0.78 HCS2000: Signalized Intersections Release 4.le Analyst: Michael: Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30 Year recen short ong bkgr total Project ID: 0474 E/W St: Kechter-Willow Springs 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 I I No. Lanes 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 0 1 LGConfig I LTR I LT R 1 L T R I L TR 1 Volume 145 20 15 1230 25 130 110 410 215 1230 495 50 1 Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1 RTOR Vol 1 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 I NB Left A P Thru A 1 Thru P Right A I Right P Peds X I Peds X WB Left A I SB Left A P Thru A I Thru P Right A I Right P Peds X I Peds X NB Right A I EB Right SB Right I WB Right A Green 24.0 6.0 46.0 Yellow 3.0 3.0 3.0- All Red 2.0 1.0 2.0 Cycle Length: 90.0 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 233 872. 0.41 0.27 28.3 C 28.3 C Westbound LT 350 1313 0.86 0.27 50.0 D 39.4 D R 616 1583 0.25 0.39 18.8 B Northbound L 362 1770 0.03 0.63 9.5 A T 952 1863 0.51 0.51 16.4 B 11.3 B R 1319 1583 0.19 0.83 1.6 A Southbound L 481 1770 0.56 0.63 10.7 B TR 939 1837 0.68 0.51 20.5 C 17.6 B Intersection Delay = 20.4 (sec/veh) Intersection LOS = C t5l ' HCS2000: Signalized Intersections Release 4.1e Analyst: Michael Inter.: Timberline/Kechter 'Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23 2004 Jurisd:. Fort Collins Period: :30-8:30am 2:30-3:30pm Year recent ort long bkgrd total Project ID: 0 ' E/W St: Kechter-Willow Springs NIS St: Timberline Road 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 I I No. Lanes 1 0 1 0 I 0 1 1 1 1 1 1 1 1 1 0 1 LGConfig I LTR 1 LT R I L T R I L TR 1 Volume 175 35 25 1205 10 210 15 570 325 1235 365 20 1 Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations 'Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A P Thru A I Thru P ' Right A I Right P Peds X I Peds X WB Left A I SB Left A P Thru A 1 Thru P ' Right A I Right P Peds X 1 Peds X A NB Right A 1 EB Right 'SB Right I WB Right A Green 24.0 6.0 46.0 Yellow 3.0 3.0 3.0 All Red 2.0 1.0 2.0 ' Cycle Length: 90.0. 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 210 Westbound LT 316 R 616 Northbound L 504 T 952 R 1319 ' Southbound L 396 ' TR 945 787 0.72 0.27 41.3 D 41.3 D 1186 0.80 0.27 44.4 D 32.5 C 1583 0.40 0.39 20.3 C 1770 0.01 0.63 7.3 A 1863 0.62 0.51 18.9 B 12.6 B 1583 0.26 0.83 1.7 A 1770 0.70 0.63 1848 0.48 0.51 16.4 B 16.0 B 16.1 B Intersection Delay = 19.9 (sec/veh) Intersection LOS = B No Text ' 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: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S: Customary Analysis Year: shor long kgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment ' I Eastbound I Westbound I Northbound Southbound I L T R I L. T R I L T R I L T R 1 Volume 170 5 125 45 115 I 10 IO 5 10 110 40 0 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 I Flow Rate 173 5 10 10 5 10 110 42 0 126 47 121 1 Eastbound Westbound Northbound Southbound ' Approach Flow Rate 88 15 Conflicting Circulating Flow ' 73 125 Critical Gap and Follow-up Time 52 104 194 15 ' 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 1368 1255 1276 1368 ' Lower bound 1091 1044 1062 1146 v/c Ratio: Upper bound 0.07 0.01 0.04 0.14 ' Lower bound 0.08 0.01 0.05 0.17 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 Performe"dc 9 4 Analysis Time Period: :30-8:30am 2:30-3:30pm Intersection: Ziegler Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor lon bkgrd total Project ID: .0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment 1 Eastbound 1 Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R, I Volume 1100 5 0 110 30 110 1 5 10 15 30 115 85 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 1105 5 5 10 15, 31 115 89 0 110 31 115 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 115 46 104 156 Conflicting Circulating Flow 41 209 120 30 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 1341 1175 1260 1352 Lower bound 1121 971 1048 1132 v/c Ratio: Upper bound 0.09 0.04 0.08 0.12 Lower bound 0.10 0.05 0.10 0.14 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael,.. Agency/Co.: Matthew.;J.,,Delich,.P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor lon bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 f' 4"" 5 61 L T R. L T R Volume 10 40 0 25 45 115 Peak -Hour, Factor,;_PHF 0.95 0.95 0.95 0.95 0.95 0.95. Hourly Flow Rate,- HFR 10 42 0 26' 47 121 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage.," Undivided / RT Channelized? No Lanes 1 1 0 1 1 .1 Configuration L TR L T R Upstream Signal?... No No Minor,S.treet: Approach. Westbound Eastbound Movement 7 8 9 10 11 12 L i T R L T R Volume- 0 5 10 70 5 10 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 5 10 73 5 10 Percent Heavy Vehicles 0 0 0 0- 0 0 Percent Grade M _ 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config L L LTR L TR v (vph) 10 26 15 73 15 C(m) (vph) 1422 1580 843 772 899 v/c 0:01 0.02 0.02 0.09 0.02 95% queue length 0.02 0.05 0.05 0.31 0.05 Control Delay 7.5 7.3 9.3 10.1 9.1 LOS ,. A A A B A Approach Delay 9.3 10.0- Approach LOS A A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst:: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 3/2004 Analysis Time Period: :30-8:30am 2:30-3:30pm Intersection: Zieg er Trilby :Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor lon bkgrd otal ;Project ID: 0474 =East/West Street: Trilby Road -North/South Street: Ziegler Road 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 15 85 0 10 30 110 peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 89 0 10 31 115 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / .RT Channelized? No :Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal? No No .Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R L T R Volume 0 15 30 100 5 5 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 15 31 105 5 5 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade M 0 0 Flared Approach: Exists?/Storage No / No / lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service 'Approach NB SB Westbound Eastbound :Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L L I LTR 1 L TR v (vph) 15 10 46 105 10 C(m) (vph) 1448 1519 820 723 850 V/c 0.01 0.01 0.06 0.15 0.01 95% queue length 0.03 0.02 0.18 0.51 0.04 Control Delay ?.5 7.4 9.7 10.8 9.3 LOS A A A B A Approach Delay 9.7 10.7 Approach .LOS A B ;� 7j ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 'Analysis Time Period: 7:30-8:30am 2:30-3:30p Intersection: Ziegler/Shallow Pon Jurisdiction: Fort Collins 'Units: U. S. Customary Analysis Year: recent short lon kgrd total Project ID: 0474 East/West Street: Shallow Pond North/South Street: Ziegler Road 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 Peak -Hour Factor, PHF 'Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? ' Lanes Configuration Upstream Signal? Minor 'Street: Approach Movement 5 105 0.95 0.95 5 110 0 - Undivided 0 1 LTR No 10 80 165 10 0.95 0.95 0.95 0.95 10 84 173 10 -- 0 -- -- / 0 0 1 0 LTR No Westbound Eastbound 7 8 9 1 10 11 12 L T R I L T R Volume 15 Peak Hour Factor, PHF 0.95 'Hourly Flow Rate, HFR 15 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach: Exists?/Storage 'Lanes 0 Configuration ' Approach 'Movement Lane Config 0 95 10 0 5 0.95 0.95 0.95 0.95 0.95 0 100 10 0 5 0 0 0 0 0 0 0 No / No 1 0 0 1 0 LTR LTR Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 LTR LTR I LTR I LTR v (vph) 5 84 115 (vph) 1404 1480 836 'C(m) v/c 0.00 0.06 0.14 95% queue length 0.01 0.18 0.48 Delay 7.6 7.6 10.0- 'Control LOS A A A Approach Delay 10.0- Approach LOS A 15 486 0.03 0.10 12.6 B 12.6. B 12 1 �� HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 004 Analysis,Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler Shallow Pond Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor long bkgr total Project,i-D: 0474 East/West Street: Shallow Pond North/South Street: Ziegler Road 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 I L T R Volume 5 195 15 85 125 10 Peak -Hour Factor, PHF 0.95 0.95 0,95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 205 15 89 131 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 20 0 125 20 0 5 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 21 0 131 21 0 5 Percent Heavy Vehicles 0 0 0 0 0 0 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 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 5 89 152 26 C(m) (vph) 1455 1361 737 375 v/c 0.00 0.07 0.21 0.07 95% queue length 0.01 0.21 0.77 0.22 Control Delay 7.5 7.8 11.1 15.3 LOS A A B C Approach Delay 11.1 15.3 Approach LOS B C 5U ' 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: 9/29/2004 Analysis Time.Period: 7:30-8:30am 2:30-3:30pm 'Intersection: Ziegler/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong kgrd otal 'Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment 1 Eastbound 1 Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 Volume 185 160 85 140 170 130 170 120 30 1130 140 140 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 189 168 89 142 178 136 173 126 31 1136 147 147 1 Eastbound Westbound Northbound ' Approach Flow Rate 346 356 230 Conflicting Circulating Flow 325 288 393 Critical Gap and Follow-up Time ' Critical Gap (sec): Upper bound 4.10 4.10 4.10 Lower bound 4.60 4.60 4.60 Follow-up Time (sec): Upper bound 2.60 2.60 2.60 Lower bound 3.10 3.10 3.10 Results: Capacity and v/c Ratio Southbound 430 293 4.10 4.60 2.60 3.10 Capacity (Eq. 10-124): Upper bound 1072 1104 1016 1100 ' Lower bound 878 907 828 903 v/c Ratio: Upper bound 0.32 0.32 0.23 0.39 ' Lower bound 0.39. 0.39 0.28 0.48 1 41 HCS2000: Uhsignalized 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 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 Analysis Time Period: :30-8:30am 2:30-3:30pm Intersection: Zie echter Jurisdiction: Fort Collins . Units: U. S. Customary Analysis Year: short ong bkgrd total Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment I Eastbound ► Westbound I Northbound Southbound 1 I L T R I L T R I L T R I L T R 1 I Volume 1250 180 I I 80 125 190 180 1100 220 I I 40 1120 115 100 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 1263 189 84 126 200 189 1105 231 42 1126 121 105 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 536 415 378 352 Conflicting Circulating Flow 273 599 578 331 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 1117 862 876 1067 Lower bound 919 691 704 874 v/c Ratio: Upper bound 0.48 0.48 0.43 0.33 Lower bound 0.58 0.60 0.54 0.40 ' HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Ziegler/Kechter ' Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: tort Collins Period: 7:30-8:30am 2:30-3:30pm Year : recent short ong bkgrd otal Project ID: 0474 ' E/W St: Kechter Road N/S St: Ziegler 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 1 1 1 1 1 1 1 1 1 1 0 I 1 1 0 1 LGConfig I L T R I L T R I L TR I L TR I Volume 185 160 85 140 170 130 170 120 30 1130 140 140 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0-112.0 12.0 112.0 12.0 1 'RTOR Vol 1 0 1 0 1 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations 'Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A P I NB Left A Thru P I Thru A Right P 1 Right A Peds X 1 Peds X WB Left A P I SB Left A Thru P I Thru A ' Right P 1 Right A Peds X 1 Peds X NB Right 1 EB Right 'SB Right 1 WB Right Green 6.0 40.0 30.0 Yellow 3.0 3.0 3.0 All Red 1.0 2.0 2.0 ' Cycle Length: 90.0 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 631 1770 0.14 0.56 9.6 A T 828 1863 0.20 0.44 15.8 B 14.0 B R 704 1583 0.13 0.44 15.1 B 'Westbound L 642 1770 0.07 0.56 9.3 A T 828 1863 0.22 0.44 16.0 B 15.1 B R 704 1583 0.19 0.44 15.8 B Northbound L 280 812 0.26 0.34 21.8 C TR 602 1806 0.26 0.33 22.2 C 22.0 C ' Southbound L 397 1153 0.35 0.34 22.5 C ' TR 574 1723 0.51 0.33 24.9 C 24.1 C Intersection Delay = 18.9 (sec/veh) Intersection LOS = B 41 HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Ziegler/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/ 4 Jurisd: Fort Collins Period: :30-8:30am 2:30-3:30pm Year recent shor lon bkgrd total Project ID: E/W St: Kechter Road N/S St: Ziegler Road SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound 1 Northbound I Southbound 1 1 L T R I L T R I L T R I L T R i I I No. .Lanes 1 1 1 1 I I I 1 1 1 1 1 1 1 0 1 1 1 0 1 LGConfig 1 L T R I L T R. I L TR I L TR Volume 1250 180 80 125 190 180 1100 220 40 1120 115 100 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 I 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 Thru P I Thru A Right P I Right A Peds X I Peds X WB Left A P 1 SB Left A Thru P 1 Thru A Right P I Right A Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 6.0 40.0 30.0 Yellow 3.0 3.0 3.0 All Red 1.0 2.0 2.0 Cycle Length:.90.0 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 612 1770 0.43 0.56 13.0 T 828 1863 0.23 0.44 16.1 R 704 1583 0.12 0.44 15.0 Westbound L 622 1770 0.04 0.56 9.2 T 828 1863 0.24 0.44 16.3 R 704 1583 0.27 0.44 16.7 Northbound L 337 979 0.31 0.34 22.2 TR 607 1820 0.45 0.33 24.1 Southbound L 296 860 0.43 0.34 23.6 TR 578 1733 0.39 0.33 23.4 Intersection Delay = 18.8 (sec/veh) B B 14.4 B B A B 16.0. B B C C 23.6 C C C 23.5 C Intersection 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: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Timberline/Kec 'Intersection: Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon bkgrd otal Project ID: 0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road Volumes and Adjustment I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R 1 L T R I L T R I Volume 145 20 15 1270 25 150 I10 870 175 1245 1340 50 1 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.96 0.96 0.96 10.95 0.95 0.95 1 ' Flow Rate 147 21 15 1284 26 157 110 906 182 1257 1410 52 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 83 467 1098 1719 Conflicting Circulating Flow 1951 963 325 320 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 279 641 1072 1077 ' Lower bound 198 499 878 882 v/c Ratio: Upper bound 0.30 0.73 1.02 1.60 ' Lower bound 0.42 0.94 1.25 1.95 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: E-Mail: mdelich@frii.com eq ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date'Performed: Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ti a/Kechter . Jurisdiction: Fort.Collins Units: U. S. Customary Analysis Year: short lon bkgrd otal Project ID: 0474 East/:West Street: Kechter-Willow Springs North/South Street: Timberline Road Volumes and Adjustment 970-669.-5034 1 Eastbound I Westbound I Northbound 1 Southbound I 1 L T R I"L T R ;: I L T R 1 L T R I I Volume- - 175 35 25 : I I I 1060 20 1 1.5 - 1625 285 1230 10 225 1215 PHF 10.95 0.95 0.95 10.95 0.95z`0.95.10.96 0.96 0.96 10.95 0.95 0.95'1 Flow Rate 178 36 26 1226 10 236 15 1692 296 1242 1115 21 Eastbound Westbound Northbound Approach Flow Rate 140 472 1993 Conflicting Circulating Flow, 1583 1775 356 Critical Gap and Follow-up Time Critical Gap (sec): Southbound 1378' 241 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 383 325 1046 1146 Lower bound 281 234 855 945 v/c Ratio: Upper bound 0.37 1.45 1.91 1.20 Lower bound 0.50 2.02 2.33. 1.46 f HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter ' Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30pm Year recent shor on bkgrd otal Project ID: 0474 E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbound I I L T R I L T R it T R I L T R I I I I I No. Lanes 1 0 1 0 1 0 1 1 1 1 2 1 1 1 2 0 i 'LGConfig I LTR I LT R I L T R I L TR Volume 145 20 15 1270 25 150 .110 870 175 1245 1340 50 1 Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1 ' RTOR Vol i 0 I 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 I NB Left A P Thru A 1 Thru P Right A I Right P Peds X 1 Peds X WB Left A 1 SB Left A A P Thru A 1 Thru A P ' Right A 1 Right A P Peds X 1 Peds X NB Right A I EB Right 'SB Right 1 WB Right A A Green 26.0 6.0 4.0 40.0 Yellow 3.0 3.0 0.0 3.0 All Red 2.0 1.0 0.0 2.0 Cycle Length: 90.0 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 290 Westbound LT 375 R 792 ' Northbound L 221 T 1576 R 1249 Southbound L 455 TR 1724 1003 0.29 0.29 25.4 C 25.4 C 1298 0.83 0.29 44.0 D 1583 0.20 0.50 12.6 B 1770 0.05 0.53 8.8 A 3547 0.58 0.44 17.4 B 1583 0.15 0.79 0.7 A 1770 0.57 0.61 7.3 A 3527 0.85 0.49 20.0- B Intersection Delay = 19.2 (sec/veh) 33.4 C 14.5 B 18.1 B Intersection LOS = B 4-3 HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30pm Year recent shor lon kgrd total Project I E/W St: Kechter-Willow Springs N/S St: Timberline Road 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 I 0 1 0 1 0 1 1 1 1 2 1 I 1 2 0 i LGConfig 1 LTR I LT R I L T R I L TR I Volume 175 35 25 1215 10 225 15 1625 285 1230 .1060 2.0 1 Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0.112.0 12.0 1 RTOR Vol 1 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 I NB 'Left A P Thru A I::. Thru P Right A i Right P Peds X I Peds X WB Left A I SB Left A A P Thru A I Thru A- P Right VA; 1 Right A P Peds X I Peds X NB Right A. I EB Right SB Right I WB Right A A Green 24.0 6.0 4.0. 42.0 Yellow 3.0 3.0 0-0 3.0 All Red 2.0 1.0 0.0 2.0 Cycle Length: 90.0 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 230 Westbound LT 320 R 756 Northbound L 330 T 1655 R 1249 Southbound L 378 TR 1808 861 0.62 0.27 33.9 C 133.9 C 1201 0.74 0.27 39.0 D 1583 0.31 0.48 14.7 B 1770 0.02 0.56 6.1 A 3547 1.02 0.47 47.7 D 1583 0.24 0.79 0.8 A 1770 0.64 0.63 13.9 B 3537 0.63 0.51 12.6 B Intersection Delay = 29.1 (sec/veh) 26.9 C 40.6 D 12.8 B Intersection LOS = C ¢Z No Text 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 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30p Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short on bkgrd otal Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment 1 Eastbound I Westbound I Northbound I Southbound 1 1 L T R I L T R I L T R I L T R I I Volume 10 0 I I I I 120 50 0. 1 0 10 0 10 10 45 0 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 Flow Rate 10 0 0 10 0 11 10 52 0 123 58 0 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 0 11 52 81 Conflicting Circulating Flow 81 52 23 0 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): 4.10 4.10 4.60 4.60 2.60 2.60 3.10 3.10 Upper bound 1299 1329 1360 0 Lower bound 1084 1111 1138 0 v/c Ratio: Upper bound 0.00 0.01 0.04 Lower bound 0.00 0.01 0.05 0.22 ' HCS2000: Unsignalized Intersections Release 4.1d Delich 'Michael 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 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/ Analysis Time Period: :30-8:30am 2:30-3:30pm Intersection: ie rilby Jurisdiction: Fort Collins' Units: U. S. Customary Analysis Year: short ong bkgrd otal ID: 0474 'Project East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment I Eastbound I Westbound 1, Northbound I Southbound I I L T R I L T R I L T R I L T R I Volume 10 0 0 10 0 20 10 100 0 I10 30 0 I PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85.1 Flow Rate 10 0 0 10 0 23 10 117 0 111 35 0 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 0 23 117 46 Conflicting Circulating Flow ' 46 117 11 0 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 1335 1263 1372 0 ' Lower bound 1116 1051 1150 0 v/c Ratio: Upper bound 0.00 0.02 0.09 ' Lower bound 0.00 0.02 0.10 0.22 �3 f HCS2000.: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent hort ong bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road 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 I L T R Volume 45 0 20 50 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 52 0 23 58 Percent Heavy Vehicles -- -- 0 -- 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 2 10 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 2 11 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config L LR v (vph) 23 13 C(m) (vph) 1567 986 v/c 0.01 0.01 95% queue length 0.04 0.04 Control Delay 7.3 8.7 LOS A A Approach Delay 8.7 Approach LOS A 3% HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 04 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary ' Analysis Year: recent Eglong bkgr Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Volumes and Adjustments 'Vehicle Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 100 0 10 30 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 117 0_ 11 35 Percent Heavy Vehicles 0 -- 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 I 10 11 12 L T R I L T R Volume 0 20 Peak Hour Factor, PHF 0.85 0.85 Flow Rate, HFR 0 23 'Hourly Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Approach: Exists?/Storage No 'Flared 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 NB SB Westbound Eastbound 1 4 1 7 8 9 I 10 11 12 L I LR I 11 .23 1484 941 0.01 0.02 0.02 0.08 7.4 8.9 A A 8.9 A HCS2000: Unsignalized Intersections Release 4.1d , TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Shallow Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recen short on bkgr total Project ID: 0474 East/West Street: Shallow Pond North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Major Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 4 5. 6 L T R L T R Volume 55 1 90 70 Peak -Hour Factor, PHF 0.93 0.93 0.85 0.85 Hourly Flow Rate, HFR 59 1 105 82 Percent Heavy Vehicles -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 'Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 110 Peak Hour Factor, PHF. 0.85 0.85 Hourly Flow Rate, HFR 1 129 Percent Heavy Vehicles 0 0 Percent Grade M 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 105 130 1556 1006 0.07 0.13 0.22 0.44 7.5 9.1 A A 9.1 A 3(9 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 3 'Analysis Time Period: :30-8:30a 2:30-3:30pm Intersection: Zieg er Shallow Pond Jurisdiction: Fort Collins Units: U. S. Customary 'Analysis Year: recent short ong bkgrd otal Project ID: 0474 East/West Street: Shallow Pond 'North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments . Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF 'Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? ' Lanes Configuration Upstream Signal? ' Minor Street: Approach Movement 120 0 100 40 0.85 0.85 0.85 0.85 141 0 117 47 Undivided / 1 0 0 1 TR LT No No Westbound 7 8 9 . L T R Eastbound I 10 11 12 L T R Volume 1 145 Peak Hour Factor, PHF 0.85 0.85 'Hourly Flow Rate, HFR 1 170 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 NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 117 171 (vph) 1455 908 'C(m) .v/c 0.08 0.19 95% queue length 0.26 0.69 Control Delay 7.7 9.9 LOS A A Approach Delay 9.9 Approach LOS A 1 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: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: hort lon bkgrd total Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R 1 Volume 165 140 I I I I 35 1110 60 65 1 60 140 150 120 145 90 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow Rate 176 164 70 147 176 141 152 105 41 1129 70 76 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 310 364 198 275 Conflicting Circulating Flow 246 233 369 275 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 1141 1153 1036 1116 Lower bound 941 951 845 917 v/c Ratio: Upper bound 0.27 0.32 0.19 0.25 Lower bound 0.33 0.38 0.23 0.30 ' 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: 9/ Analysis Time Period: :30-8:30am 2:30-3:30pm Intersection: Zieg er/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short ong bkgrd otal Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road ' 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 1 Volume 1215 150 40 130 160 155 165 160 40 190 70 40 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85- 10.85 0.85 0.85 1 Flow Rate 1252 176 47 135 188 182 176 188 47 1105 82 47 1 Eastbound 1 Approach Flow Rate 475 Conflicting Circulating Flow 222 Westbound 405 516 Northbound Critical Gap and Follow-up Time 311 533 Southbound 234 299 ' 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 1163 921 909 1095 ' Lower bound 960 743 732 898 v/c Ratio: Upper bound 0.41 0.44 0.34 0.21 ' Lower bound 0.49 0.55 0.42 0.26 hRT-adj -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 hadj, computed 0.5 0.0 0.5 0.0 0.5 -0.2 Worksheet 4 - Departure Headway and Service Time i ' E tb d We tbound Northbound as oun s L1 L2 L1 L2 L1 L2 Flow rate 76 164 47 176 48 133 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.07 0.15 0.04 0.16 0.04 0.12 hd, final value 6.64 6.14 6.66 6.16 6.76 6.66 x, final value 0.14 0.28 0.09 0.30 0.09 0.22 Move -up time, m 2.3 2.3 2.3 Service Time 4.3 3.8 4.4 3.9 4.5 3..8 Worksheet 5 - Capacity and Level of"Service"' Eastbound Westbound Northbound L1 L2 L1 L2 Ll L2 Flow'Rate'. 76 164 4.7 176 48 133 Service Time 4.3 3.8 4.4 3.9 4.5 3.8 Utilization, x 0.14 0.28 0.09 0.30. 0.09 0.22 Dep. headway, hd 6.64 6.14 6'.66 6.16 6.76 6.06 Capacity 326 414 297 426 298 383 Delay 10.42 11..20 10.00- 11.50 10.12 10..50 LOS B :.B A B B B Approach: Delay 10.95 11.18 10.40 LOS B B B Intersection Delay 10.84= Intersection LOS B -.7 1, 1.7 0.5 -0.3 Southbound L1 L2 129 146 3.20 3.20 0.11 0.13 6.62 5.76 0.24 0.23 2.3 4.3 3.5 Southbound L1 L2::: 129 146 4.3 3.5 0.24 0.23 6.62 5.76 379 396 11.37 10.20 B B 10.75 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 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: 2 Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short lon bkgrd.total Project ID. 0474 East/West Street: Kechter Road North/South`Street: Ziegler Road Worksheet 2 -Volume Adjustments and Site Characteristics I Eastbound I Westbound I Northbound 1 Southbound I L T k i L T R I L T R I L T R Volume 165 140 '60 140 150 90 145 90 35 1110 60 65 % Thrus Left Lane Cation Eastbound Westbound L1 L2 L1 L2 L T 0.85 0.85 76 164 Veh 2 2 Configu PHF Flow Rate % Heavy No. Lanes Opposing -Lanes Conflicting -lanes Geometry group Duration, T 0.25 2 2 2 5 hrs. L 0.85 47 2 2 2 2 5 T 0.85 176 2 Northbound L1 L2 L TR 0.93 0.93 48 133 2 2 2 2 2 5 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound L1 L2 L1 L2 Flow Rates: Total in Lane 76 164 ' Left -Turn 76 0 Right -Turn 0 0 Left -Turns 1.0 0.0 'Prop. Prop. Right -Turns 0.0 0.0 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 adjustments Exhibit 17-33: ' hLT-adj 0.5 47 176 47 0, 0 0` 1.0 0.0 0.0 0.0 0.0 0.0 5 Southbound L1 L2 L TR 0.85 0.85 129 146 2 2 2 2 2 5 Northbound Southbound L1 L2 L1 L2 48 133 129 146 48 0 129 0 0 37 0 76 1.0 0.0 1.0 0.0 0.0 0.3 0.0 0.5 0.0 0.0 0.0 0.0 5 5 0.5` 0.5 �I hRT-adj -0.7 -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 0.0 0.5, 0.0 0.5 -0.1 0.5 -0.2 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 252 176 35 188 76 235 105 129 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.22 0.16 0.03 0.17 0.07 0.21 0.09 0.11 hd, final value 7.10 6.60 7.42 6.92 7.37 6.73 7.51 6.75 x, final value. 0.50 0.32 0.07 0.36 0.16 0.44 0.22 0.24 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 4.8 4.3 5.1 4.6 5.1 4.4 5,2 4.5 Worksheet 5 - Capacity and Level of Service; Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 0 L1 L2 Flow Rate 252 176 35 188 76 235 ` 105 ; 129 Service Time 4.8 4.3 5.1 14.6 5.1 4.4 5.2 4.5 Utilization, x 0.50 0.32 0.07 0.36 0.16 0.44` 0.22 0.24 Dep. headway, hd 7.10 6.60 7.42 6.92 7.37 6.73 7„51 6.75 Capacity 493. 426 285 438 326 485 355 379 Delay 16.59 12.46 10.70 13.49 11.42 14.60 12.30 11.59 LOS _ C :B' B B B B B B Approach: Delay - 14.87 13.06 13.82 11.91 LOS B B B B Intersection Delay 13.68 Intersection LOS B HC92000: 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: 2 Matthew J. Delich, P.E. 'Agency/Co.: Date Performed: 9 Analysis Time Period: :30-8:30a 2:30-3:30pm Zieg er Kechter 'Intersection: Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short Xong bkgrd:.:: otal ID: 0474 „ 'Project East/West Street: Kechter Road North/South Street: Ziegler Road Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound 1 `Westbound I Northbound I Southbound I L "T R 1 L T R I L T R I L T R 1 Volume 1215 150:•, 40 130 160 99 165 40 1 160 40 1190 70 % Thrus Left Lane ' Eastbound Westbound Northbound Southbound L1 `.L2 L1 L2 L1 L2 L1 L2 ' Configuration L T L T L TR L TR PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Rate 252 176 35 188 76 235 105 129 'Flow % Heavy Veh 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 Opposing -Lanes 2 2 2 2 Conflicting -lanes 2 2 2 2 Geometry group 5 5 5 5 Duration, T 0.25 hrs. ' Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 Ll L2 Flow Rates: Total in Lane 252 176 35 188 76 235 105 129 ' Left -Turn 252 0 35 0 76 0 105 0 Right -Turn 0 0 0 0 0 47 0 47 Left -Turns 1.0 0.0 1.0 0.0 1.0 0.0 1.0 0.0 'Prop. Prop. Right -Turns 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.4 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 5 5 5 5 Adjustments Exhibit 17-33: hLT-adj 0.5 0.5 0.5 0.5 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 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection-: Timberline/Kec :Jurisdiction:._ Fort Collins Units: U. S. Customary :.:Analysis Year: Ahort on bkgrd otal Project ID: 0474 .East/West Street: Kechter-Willow Springs North/South Street: Timberline Road .' Volumes and Adjustment 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 Volume, 145 20 15 I 1210 25 100 I 110 410 1.95 I 1205 495 50 1 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow -:Rate 152 23 17 1247 29 117 Ill 482 229 1241 582 58 Eastbound Westbound Northbound Southbound Approach Flow Rate 92 393 722. 881 Conflicting Circulating Flow 1070 545 316 287 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 587 900 1080 1105 Lower bound 452 725 885 908 v/c Ratio: Upper bound 0.16 .0.44 0.67 0.80 Lower bound 0.20 0.54 0.82 0.97 ' 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 ROUNDABOUT ANALYSIS Analyst: Michael 'Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 Analysis Time Period: < Tie 8:30a 2:30-3:30pm 'Intersection: Tr ine/Kechter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor lon bkgrd total 'Project ID: 0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road ' 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 1 Volume 175 35 25 1175 10 165 15 570 290 1180 365 20 I PHF 10.89 0.89 0.89 10.85 0.85 0.85 10.96 0.96 0.96 10.85 0.85 0.85 1 Flow Rate 184 39 28 1205 11 194 15 593 302 1211 429 23 1.' Eastbound Westbound Northbound Southbound ' Approach Flow Rate 151 410 900 663 Conflicting Circulating Flow 845 682 334 221 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 706 806 1065 1164 Lower bound 555 642 872 961 v/c Ratio: Upper bound 0.21 0.51 0.85 0.57 Lower bound 0.27 0.64 1.03 0.69 HCS2000: Signalized Intersections Release 4.1e Analyst: Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: Fort Cols Period: 7:30-8:30am 2:30-3:30p Year recent /short lon bkgrd total Project ID:. 0474 E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY., Eastbound I' Westbound I Northbound I Southbound I 1 L T R I L T R I L T R I L T R I No. Lanes 1 0 1 0 I 0 1 1 1 1 1 1 I 1 1 0 1 LGConfig e LTR I LT R `I-L. T R I L. TR Volume 145 20 15 1210 25 100 110 410 195 1205 495 50 1 Lane Width 1 12.0 I 12.0 12.0 112.0 12.0 12.0 112.0 12.0 f RTOR Vol 10 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 I NBLeft A P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A I SB Left A P Thru A I Thru P Right A I Right P Peds X I Peds X NB Right A I EB Right SB Right I WB Right A Green 24.0 6.0 46.0 Yellow 3.0 3.0 3.0 All Red 2.0 1.0 2.0 Cycle Length: 90.0 seas 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 249 935 0.38 0.27 27..9 C 27.9 C Westbound LT 351 1316' 0.79 0.27 41.9 D 34.8 C R 616 1583 0.19 0.39 18.3 B Northbound L ..362. 1770 0.03 0.63 9.5 A T 952 1863 0.51 0.51 16.4 B 11.6 B R 1319 1583 0.17 0.83 1.5 A Southbound L 481 1770 0.50 0.63 9.8 A TR 939 1837 0.68 0.51 20.5 C 17.6 B Intersection Delay = 19.2 (sec/veh) Intersection LOS = B !i b tHCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter ' Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9 3 Jurisd: Fort Coll' s Period: 7:30-8:30a 2:30-3:30pm Year recent hort long bkgrd total Project 4 E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED.INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I 1. L T- R I L T R I L T R I L T R 1 I I I I No. Lanes 1 0 1 0 1 0 1 1 1 1 1 1 1 1 1 0 1 'LGConfig I LTR I LT R I L T R I L TR 1 Volume 175 35 25 1175 10 165 15 570 290 1180 365 20 I Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 i ' 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 I NB Left A P Thru A I Thru P ' Right. A 1 Right P Peds X I Peds X WB Left A I SB Left A P Thru A 1 Thru P Right A 1 Right P Peds X I Peds X NB Right A I EB Right 'SB Right I WB Right A Green 24.0 6.0 46.0 Yellow 3.0 3.0 3.0 All Red 2.0 1.0 2.0 ' Cycle Length: 90.0 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 237 890 0.64 0.27 34.7 C 34.7 C Westbound LT 317 1190 0.69 0.27 35.8 D 28.1 C 616 1583 0.31 0.39 19.4 B 'R Northbound L 504 1770 0.01 0.63 7.3 A T 952 1863 0.62 0.51 18.9 B 13.0 B R 1319 1583 0.23 0.83 1.6 A. 1 Southbound L 396 1770 0.54 0.63 11.8 B TR 945 1848 0.48 0.51 16.0 B 14.7 B Intersection Delay = 18.0 (sec/veh) Intersection LOS = B APPENDIX E 2Q' rn U v a� 0 cV a mI w M4 C ro LZ ri. 0 8 to UJ EN 0 CD g w I W LO _ o U c O ro ro o. . Q �L. j O o = � U o r- �a T j Q C � 0 U) 1. L Y o J. W v/ � _ 3 a) `o a>a) O W `. F— J v, ° '- E o i--- a) ° E co W L= a o . g W > tiL �- -C CL 3' o V p10 O Co oo o Q CL z ro 0 o G1- 0 0 0 0 0 0 C) o H JA - HOVOdddV 3nniOA HOW 193HIS HONIN a h Ilk fy Q U N ram, cc 0 cm N T Hdn - HOV dddV 3vgniOn HOW 1 HIS HONIW a 0 8 T 8 `V / W W A` W � T T` � 3 L 0 .� o V �' C p a� � co ro c C) W = o. . T Q / N _ � �^ CL ' O .0 >CL O O a p O MM W O L O co W T � = yrY� �. L C C O 0tpJ.LLW 3 (D o` 00<.a oco a71OW So: i U E o g F-- _ U) 0 0 T o ' E ODW W a 2 W > o S F Q 3 0 -. o Lo 0 (o) W O 0 ` Y O Q 0^ p Y APPENDIX D V Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Low density Intersection type Commercial Mixed use mixed use All other corridors districts residential areas Signalized intersections D E* D D (overall) Any Leg E E D E Any Movement E E D E Stop sign control N/A F" F•` E (arteriallcollector or local — any approach le Stop sign control N/A C C C (col lector/local--any approach leg) ` mitigating measures required " considered normal in an urban environment 2() UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS !9 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection.: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: ecent short long bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 12 3 14 5 6 L T R I L T R Volume 43 0 1,7 49 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 50 0 19 57 Percent Heavy -Vehicles -- -- 0 -- -- 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 I 10 11 12 L T R L T R Volume _ 2 9 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 2 10 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 NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I LR I v (vph) 19 12 C(m) (vph) 1570 988 v/c 0.01 0.01 95% queue length 0.04 0.04 Control Delay 7.3 8.7 LOS A A Approach Delay 8.7 Approach LOS A ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY 'Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23 20 Analysis Time Period: 7:30-8:30a 2:30-3:30pm Intersection: ie er Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: ecent hort long bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Intersection Orientation: NS Study period (his): 0.25 Volumes and Adjustments' 'Vehicle Major Street: Approach Northbound Southbound Movement 1 2 3 ( 4 5 6 L T R I L T -R Volume 81 0 6 28 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 95 0- 7 32 Percent Heavy Vehicles 0 _- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 1 1 Configuration TR L T Upstream Signal? No No 1 Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R Volume 0 16 Peak Hour Factor, PHF 0.85 0.85 Flow Rate, HFR 0 i 18 'Hourly Percent Heavy Vehicles 0 0 Percent Grade (8) 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 NB SB Westbound 1 4 I 7 8 9 I 10 L I LR Eastbound 121 12 7 18 1512 967 0.00 0.02 0.0i 0.06 7.4 8.8 A A 8.8 A 11 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2.004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Shal o Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recen short long bkgrd total Project ID: 0474 East/West Street: Shallow Pond North/South Street.% Ziegler Road Intersection Orientation: NS Study period (his): 0.25 Vehicle Volumes and Adjustments Major -Street: Approach Northbound Southbound Movement 1 2 3 I 4, 5 6 L T R ( L T R Volume 51 1 84 65 Peak -Hour Factor, PHF 0.93 0.93 0.85 0.85 Hourly Flow Rate, HFR 54 1 98 76 Percent Heavy Vehicles -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT 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 1 83 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 1 97 Percent Heavy Vehicles 0 0 Percent Grade M 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR Delay,.Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 ( 10 11 12 Lane Config LT LR I v (vph) 98 98 C(m) (vph) 1563 1013 v/c_ 0.06 0.10 95% queue length 0.20 0.32 Control Delay 7.5 8.9 LOS A A Approach Delay 8.9 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date. Performed: ' Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Zieg er all ow Pond Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recen short long bkgrd;total Project ID:_ 0474 East/West Street: Shallow Pond 'North/South Street: Ziegler Road Intersection Orientation: NS Study period (hrs) Major Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ' Volume P7 0 85 33 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 'Hourly Flow Rate, HFR 114 0- 99 38 -- Percent Heavy Vehicles 0 Median Type/Storage Undivided / RT Channelized? Lanes Configuration Upstream Signal? 0.25 Minor Street: Approach Movement 1 0 TR RE Westbound 7 8 9 L T R 0 1 LT No Eastbound 1 10 11 12 1 L T R Volume 1 96 Peak Hour Factor, PHF 0.85 0.85 'Hourly Flow Rate, HFR 1 112 Percent Heavy Vehicles 0 0 Percent Grade (%) 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 W Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 LT I LR I 99 113 1488 939 0.07 0.12 0.21 0.41 7.6 9.4 A A 9.4 A 12 hRT-adj -0.7 -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.5 -0.2 0.5 0.0 0.5 -0.2 0.5 -0.3 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Flow rate 71 198 44. 137 34 112 114 133 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.06 0.18 0.04 0.12 0.03 0.10 0.10 0.12 hd, final value 6.37 5.63 6.47 5.97 6.60 5.88 6.46 5.59 x, final value 0.13 0.31 0.08 0.23 0.06 0.18 0.20 0.2.1 Move -up time, m 2.3 2.3 2.3. 2.3 Service Time 4.1 3.3 4.2 3.7 4.3 3.6 4.2 3.3 Worksheet 5 - Capacity and Level of Service. Eastbound Westbound Northbound Southbound L1 L2 .L1 L2 Ll L2 L1 L2 Flow Rate 71 198 44 137 34 112 114. 133 Service Time 4.1 ` 3'.3 4.2 3.7 4.3 3.6 4.2 3.3 Utilization, x 0.13 0.31 0.08 0.23 0.06 0.18 0.20 0.21 Dep. headway, hd 6.37 5.63 6.47 5.97 6.60 5.88 6.46 5.59 Capacity 321 448 294 387 284 362 364 383 Delay 9.98 10.83 9.73 10.42 9.74 9.89 10.82 9.73 LOS A B A B A A B A Approach: Delay 16.61 10.25 9.85 10.23 LOS B B A B Intersection Delay 10.29 Intersection LOS 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 E-Mail: mdelich@frii.com Fax: 970-669-5034 '"ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: 2„ '.Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Ziegler/Kechter 'Intersection: Jurisdiction:, Fort Collins Units: U. S. Customary Analysis Year: event short long bkgrd total 'Project ID: 0474 East/West Street: Kechter Road North/South Street:,"` Ziegler 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 Volume 161 111 58 138 117 90 132 I 71 34 197 753 61 % Thrus...,Left, Lane ' Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration L TR L T L TR L TR PHF 0.85 0.85 0.85 0.85 0.93 0.93 0.85 0.85 Rate 171 198 44 137 34 112 114 133 'Flow % Heavy Veh 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 Opposing -Lanes 2 2 2 2 Conflicting -lanes 2 2 2 2 . Geometry group 5 5 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 71 198 Left -Turn 71. 0 Right -Turn 0 68 Prop. Left -Turns 1.0 0.0 Prop. Right -Turns 0.0 0.3 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 ' Adjustments Exhibit 17-33: hLT-adj 0.5 Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 44 137 34 112 114 133 44 0 34. 0 114 0 0 0 0 36 0 71 1.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.3 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 5 5 5 0.5 0.5 0.5 13 hRT-adj -0.7 -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 , hadj, computed 0.5 -0.1 0.5 0.0 0.5 -0.1 0.5 -0.2 Worksheet 4 - Departure Headway and Service Time ' Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 Flow rate 238 157 34 118 47 179 82 112 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial_ 0.21 0.14 0.03 0.10 0.04 0.16 0.07 0.10 hd, final value 6.49 5.82 6.83 6.33 6.86 6.19 6.90 6.13 x, final value 0.43 0.25 0.06 0.21 0.09. 0.31 0.16 0.19 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 4.2 3.5 4.5 4.0 4.6 3.'9 4.6 3.8 ' Worksheet 5 - Capacity and Level of Service -Eastbound Westbound Northbound l Southbound ' Ll L2 L1 L2 L1 L2 L1 L2 Flow Rate 238 157 34 118 47 179 82 112 Service Time 4.2. 3.5 4.5 4.0 4.6 3.9 4.6 ' 3.8 Utilization, x 0.43 0.25 0.06 0.21 0.09 0.31 0.16' 0.19 Dep. headway, hd 6.49 5.82 6.83 6.33 6.86 6.19 6..90 6.13 Capacity 488 407 284 368 297 429 332 362 ' Delay 13.97 10.49 10.00+ 10.68 10.23 11.62 10.89 10.27 LOS B B B B B B B B Approach: Delay 12.59 10.53 11.33 ' 10.53 LOS B B B B Intersection Delay 11.56 Intersection 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 ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: 2 Matthew J. Delich, P.E. 'Agency/Co.: Date Performed: 9/23 004 Analysis Time Period: 7:30-8:30am 2;30-3:30pm ie er echter 'Intersection: Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recen short long bkgrd total' 'Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler 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 Volume 1203 102 33 129 101 99 140. I 117 36 170 58 38 % Thrus.Left Lane Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 L1 L2 Configuration L TR L T L TR L TR PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Flow Rate 238 157 34 118 47 179 82 112 % Heavy Veh 2 2 2 2 2 2' 2 2 No. Lanes 2 2 2 2 -Lanes 2 2 2 2 'Opposing Conflicting -lanes 2 2 2 2 Geometry group 5 5 5 5 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Workshe Eastbound L1 L2 Flow Rates: Total in Lane 238 157 ' Left -Turn 238 0. Right -Turn 0 38 Left -Turns 1.0 0.0 'Prop. Prop. Right -Turns 0.0 0.2 Prop. Heavy Vehicle0.0 0.0 Geometry Group 5 ' Adjustments Exhibit 17-33: hLT-adj 0.5 Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 34 118 47 179 82 112 34 0 47. 0 82 0 0 0 0 42 0 44 1.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 5 5 5 0.5 0.5 0.5 HCS2000: Signalized Intersections Release 4.le Analyst' -Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date.: 9/23/2004 Jurisd: Fo Collins Period: 7:30-8:30am :30-3:30 m Year : recent hort long bkgrd total Project ID: 0474 E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound ► 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 0 1 0 I 0 1 0- 1 1 1 0 1 1 1. 0 I LGConfig I LTR I LTR' I L TR I L TR I Volume 143 19 15 1178 25 81 110 387 168 1186 464 51 1 Lane Width 1 12.0 I 12.0 112.0 12.0 112.0 12.0 I RTOR Vol 1 0 I 0 1 0 I 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 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 I Thru P Right A I Right P Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 20.0 40.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 70.0 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 389 1362 0.23 0.29 19.4 Westbound LTR 389 1361 0.86 0.29 40.6 Northbound L 345 589 0.03 0.59 6.3 TR 1016 1778 0.64 0.57 13.3 Southbound L 310 529 0.71 0.59 23.0 TR 1049 1835 0.58 0.57 11.9 Intersection Delay = 19.0 (sec/veh) B 19.4 B D 40.6 D A B 13.2 B C B 14.9 B Intersection LOS = B 10 ' HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9 23 2 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30pm Year recent short long bkgrd total Project ID: 74 ' E/W St: Kechter-Willow Springs N/S St: Timberline Road 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 I I No. Lanes 1 0 1 0 1 0 1 0 1 1 1 0 1 1 1 0 'LGConfig 1 LTR 1 LTR "► L TR I L TR Volume "173 33 25 1123 11 129 .16 .534 249 1149 342 20 I Lane Width 1 12.0 1 12.0 112.0 12.0 112.0 12.0 I 'RTOR Vol 1 0 I 0 1 0 I 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 P Thru A 1 Thru P ' Right A I Right P Peds X Peds X WB Left A I 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 1 WB Right Green 18.0 42.0 Yellow 3.0 3.0 All Red 2.0 2.0 ' Cycle Length: 70.0 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 312 1212 0.47 0.26 23.1 C 23.1 C ' Westbound LTR 356 1386 0.87 0.26 45.1 D 45.1 D Northbound L 524 853 0.01 0.61 5.3 A TR 1064 1774 0.77 0.60 15.6 B 15.6 B ' Southbound L 227 370 0.77 0.61 31.9 C TR 1108 1847 0.38 0.60 8.3 A 15.2 B ' Intersection Delay = 20.9 (sed/veh) Intersection LOS = C �i APPENDIX C 0 V U ' JtiCO) m V c W W V m C W > V iS LL M ' 131 Z O m N W J S > C O Q N ~NN O C C d N N = co LO O � _ N r 0 r E II II II � O g. M . � art. pCl) oo Io M N m Z � e V' fh to -V m N y C 7 y ijO� d/ J O O O O CD O 0 ma ME c y W J 0 0 O N M N N N N F C�TM? 0i N F s N K C 7 y n to t0 O f, O O ja CO) J fh N O qr c 0 0 0 0 O O p C 7 O NOO O Go0 F-j Z a E t� o an mti A A dD c9i co co N �G N r M CM IN to to N M M O Co Q O n Of QO 1� t0 00 r r N N N N a s+i p c+) <n a rn N to CO 'cr O O Co O Co O to to to N t-- - CO)`` r Z a O v 'a J N LL a o W n •- 0 = � 2: c t cu L o uj / CD W U) W O td'o .0 O m Will t.io C=oti LL. O ' m � iv W �y _ > = Q NtCN O O� � Q N � C L d Q O � to H a moo 61:6 10 GtV F O O> N M to N me N t0 N to d O O G CO) N th N N N C 7 O .�.. y 3 J o 0 0 t: � v .�. CO) co W J p ti Cl) ti to t0 O Ul) tf'7f M O N O 7 y 00 w co m .�- O 0 yoc�Docn, co NNSO O t> C y t0 N T to N O O Z J m E � t5'i `� o 'n t4i F m A A A ad t0 w ti CD h r N r-. im t70r t' 1 Rai, F f: M O ti O O O Wall - -1 N O� f�- m N N O O O O O � > a M tM tt� air N �,cali � e`it U')InLoC> m y t, N N N k N t7 CD t> O to O '-T W '-T to c9i � o � tsi tV lV N M M M lco aIr A O o I 'a � 41 Wp p N Z a v LL N Q J 2 tL L d :_ O w 'V d>if� = m V Y =p o o U y N LL > � i Z w> v."o LL 'O OZZZ7� m � N = j O N a O N � CO) T O r ' m w Q' m - EN `1 3 F M co aT— -Rt C4 O> COM O ~ �a d e Y _ O , 0 O y f` V t0 CM It') Q t0 J N C 3 Bps Ir o o Lo Go r-- t0 C 0 cc F-j R f` O CO cc can T co 7 O _= ti C co I-- Ul) co -4* 0 c m C 0 .0 F-j cm IAto CO (�N (0 t0 (a CO N y` F 4kt0� -yyR 4� Ii C 0 O {a to CD CO pp N t� _j O N In O O 0 Z to E I.-m i, r en 40 co eo O M O to v th N o � M f` �-- CO N t0 N N U') m N mEll N Y t N �p t0 N IA N O) 4) N. N t0 CO 1� t0 to IP.- u'i VIA ti co ao 40 Sian V, N 0) � th N CO � rn O tn .- m y t� O> CO N y '"ems 7 --r LO t0 to N O O t0 Of A O O y (0 CD to 51 V o 9 N N tV Z � J = LL = V W W {y L S o o W m m 0 C.)CO W>to C3xoti LL OLU F LU N O J Q a C N N T v O C a � 3 H. cCL 0 i M W N On tin N C ca 0 O to i to N m fh U (n c u to r' Y O � in In to v o C 0 H N to N CO � CA A J � N N cn W 7 0 M Y� M 1O � N 09 M QO en 67 Of N Y9 <V O C a F z r. I K to In r,- m In .o C N to 00 �O � �I GD 0 N 'J to IO W co M M O YM S 4 fryaq iN L ( �'. d E €O✓• kCOi ja }' E NO III CON CNO � In IOA OV C N � O (V N w N try 2 0 a O a �_ o an m i� 6d 6d dd I WIN 5 :z n N N N N N Goo CVO� gy N QNpp fn N I(( n In p ( Q t N I-T In w cd m O t0 t0 t, N O toO CD O G ea co a co M N M N M M M rn m O COV CO N In Igi M st n N � fh I'n th N N Cn Cn t0 WA t4i lV tV N !Cf M l+l M �I A 0 OR p AI A O APPENDIX B 3 Chapter4 — Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name K s'(CO 2 G ge L Project Location A/4) A ,V TIS Assumptions Type of Study Full -5 Intermediate: �0 Study Area Boundaries North: 4 TES Sauth: � t z. East: i? 1ECC d le West —r 4 f V6z:— Study Years Short Range: Zoo -7 LongRange.,c e x s— Future Traffic Growth Rate 1jFQ1 1 P P— C- Study Intersections 1. All access drives 5. 2. Fjd-rCLEp2r[BY 6. 3 f'/� LE2 �ECrFTE�2 7. Time Period for Study 7:00-9: PM: 4: 6 Trip Generation Rates ETe Z T45-- Trip Adjustment Factors Passby: / ti! Captive � Market: /� Overall Trip Distn3ution S 44q At0 /C g F Mode Split Assumptions U Ss (,'1q -P6�e PS t7 Committed Roadway Improvements Other Traffic Studies Fp gg t [ t DG 6- S Areas Requiring Special Study Date: A uc U 5 7 t 2,1 2 00 Co Traffic Engineer: v G Z, l C 641 Local Entity Engineer. lartrnar County urban Area street Standards — Repealed and Reenacted October 1.2002 Adopted by Ladmer County, City of Loveland, City of Fort Collins Page 4-35 PA No Text ' intersection, analyzed as a roundabout, will require a multi -lane roundabout or right -turn bypass lanes on some legs. The ' Ziegler/Kechter intersection, analyzed as a roundabout, will operate below the capacity of a single -lane roundabout. ' - The determination of the type of control at the Ziegler/Kechter, Ziegler/Trilby, and Timberline/Kechter-Willow Springs intersections will be made by the City of Fort Collins. ' - Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi -modal transportation guidelines. 26 IV. CONCLUSIONS This study assessed the impacts of the Kinard Junior High School development on the short range and long range street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of the Kinard Junior High School is feasible from a traffic engineering standpoint. At full development, the Kinard Junior High School will generate approximately 1215 daily trip ends, 398 morning peak hour trip ends, and 225 afternoon peak hour trip ends. Current operation at the key intersections is acceptable. Using the long range (2025) background traffic forecasts, a peak hour signal warrant will be on the threshold of being met in the morning peak hour at the Ziegler/Kechter intersection. Using the long range (2025) total traffic forecasts, a peak hour signal warrant will be met in the morning peak hour at the Ziegler/Kechter intersection. - Using the short range (2007) background traffic forecasts, all key intersections will operate acceptably with the recommended control and geometry. The key intersections, analyzed as roundabouts, will operate below the capacity of a single -lane roundabout. Using the long range (2025) background traffic forecasts, all key intersections will operate acceptably with the recommended control and geometry. The Timberline/Kechter-Willow Springs intersection, analyzed as a roundabout, will require a multi -lane roundabout or right -turn bypass lanes on some legs. The Ziegler/Kechter intersection, analyzed as a roundabout, will operate below the capacity of a single -lane roundabout. - In the short range (2007) future, given development of the Kinard Junior High School and an increase in background traffic, the key intersections will operate acceptably with the recommended control and geometry. The short range geometry, with signal or stop sign control, is shown in Figure 11. The key intersections, analyzed as roundabouts, will operate below the capacity of a single -lane roundabout, except for the Timberline/Kechter-Willow Springs intersection during the morning peak hour. This intersection would require a multi -lane roundabout or a northbound right -turn bypass lane. Since the key intersections will operate acceptably, it is not necessary that Trilby Road be connected to the west of the site in the short range future. In the long range (2025) future, given development of the Kinard Junior High School, the key intersections will operate acceptably during the peak hours with the recommended control and geometry. The long range geometry, with signal or stop sign control, is shown in Figure 12. The Timberline/Kechter-Willow Springs 25 destinations within a mile of the Kinard Junior High School. These are: 1) the residential areas southwest of the site (miscellaneous ' existing/proposed areas east and west of Timberline Road), 2) the residential areas northwest of the site (miscellaneous existing/proposed areas east and west of Timberline Road), 3) the residential areas north of Kechter Road (Harvest Park, Sage Creek, etc.), 4) the residential areas northeast of the site (Willow Brook, Brookfield), and 5) the residential areas east of the site (Fossil Lake). This site is in an area type termed "school walking area." The level of service determination assumes that future residential developments (namely, Fossil Lake Village, Willow Brook, City of Fort Collins Parks) 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. If this does not occur or is not accepted by the City, then acceptable pedestrian level of service cannot be ' achieved. The Pedestrian LOS Worksheet is provided in Appendix I. The minimum level of service for "school walking area" is B for all categories, except for the visual interest & amenities category where ' it is LOS C. Many of the streets in this area either do not have sidewalks or are under construction. Therefore, the actual level of service for standard is not addressed. Clearly, for most standards ' the minimum level of service cannot be met with the current street cross section. Actual level of services standards are, more appropriately, addressed in the established areas of Fort Collins, ' rather than on the fringes of the City. With the assumed future pedestrian facilities along future streets, the pedestrian level of service will be acceptable. Bicycle Level of Service ' A bicycle influence area map is provided in Appendix I. Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of the Kinard Junior High School. This is the future t city park to the .north. The park gill be ad-J—ent to the Fossil Ridy^e High School. There are bike lanes on Ziegler Road and Kechter Road in this area. A bicycle LOS worksheet is provided in Appendix I. tTransit Level of Service Currently, there is no transit service in the area. The Fort Collins Future Transit System Map shows feeder transit service within 1320 feet of this school on Ziegler Road. The Poudre School District ' provides school bus service for those students who live beyond the school walk area. A transit level of service worksheet is provided in Appendix I. When feeder route service is provided by the City for 16+ ' hours per weekday, then acceptable level of service D will be achieved. 24 Willow 3pringsl! I Shallow Pond -on - Denotes Lane LONG RANGE (2025) GEOMETRY 23 m Kechter Figure 12 TABLE 6 Long Range (2025) Total Morning and School Afternoon Peak Hour Operation NB APPROACH D B NB APPROACH C C (stop sign) NB LT A A NB LT A A (roundabout) NB 0.09/0.12 0-04/0.05 [ 22 Springs SHO � - Denotes Lane RANGE (2007) GEOMETRY Shallow Pond N Kechter Trilby Figure 11 TABLE 5 Short Range (2007) Total Morning and School Afternoon Peak Hour Operation 7 7W A NO Z-3 14A I TimberlinefKechter-Willow Springs (signal) EB LT/T/RT D C WB I-Trr D D WB RT C 8 WB APPROACH C D NB LT A A NB B B N8 RT A A NB APPROACH B B SB LT B B SB T/RT B C SB APPROACH B B OVERALL B C TimberlinefKechter-Willow Springs (roundabout) EB 0.23/0.30 0.16/0.21 0.62/0.78 050/0.62 NB NB 0.93/1,14 0.71/0.86 SB 0.64/078 0-84/1.02 Ziegler/Kechter (all way stop) EB LT C B EBT B B EB RT A A EB APPROACH C B WB LT B B WB T C B WB RT A B WB APPROACH C B N8 LT C B NB TIRT D B NB APPROACH C B SB LT B B SB T/RT C B SB APPROACH C 8 OVERALL C B Ziegler/KeGhter (roundabout) EB 056/0.68 0.33/0.41 Wo 053/0.677 0-35/0.43 NB 057/0.70 0.32/0.40 SB 0.36/0-44 0.311038 Ziegler/Shallow Pond (stop sign) EB LTfT/RT D C WB LT/T/RT E3 a NB LT A A SB LT A A Ziegler/Trilby (stop sign) EB LT B B EB T/RT B A EB APPROACH B B WB LTTT/RT B A NB LT A A SB LT A A Zi e lerTrrilby ,9 (roundabout) EB 0.16/0.19 0-11/0.13 WB 0.03/0.04 0.01/002 NB 0.10/0.12 0-04/0.05 LB 0.21/0.25 0.14/0.17 Trilby/Site Access (stop sign) SB LT/RT SE A A LT A A PAO] TABLE 4 Long Range (2025) Background Morning and School Afternoon Peak Hour Operation A, POW TimberlineMechter-Willow Springs (signal) EB LTIT/RT C C WB LTfT D D WB RT B B WB APPROACH C C NB LT A A NB D B NB RT A A NB APPROACH D B SB LT 8 A S8 T/RT B B SB APPROACH B B OVERALL C B TimberlinefKechter-Willow Springs (roundabout) EB 037/0.50 0.30/0.42 WB 1.45/2.02 0.73/0.94 NB 1.91/2.33 1.0211.25 SB 1.20/1.46 1.60/1.95 Ziegler/Kechter (signal) EB LT B A EB T B B EB RT B B EB APPROACH B B WB LT A A WB T 6 B WB RT 6 B WB APPROACH B B NB LT C C NB T/RT C C NB APPROACH C C SB LT C C SB T/RT C C SB APPROACH C C OVERALL B B Zieqler/Kechter (roundabout). m4k p0-bWhdN6Wbrb6uAdV,---,' EB 04810.58. 0.32/039 U 4010 00 v.32jG.39 NB 043/054 0.2310.28 SB 0.331040 0.39/0.48 Ziegler/Shallow Pond (stop sign) EB LTfT/RT C e WB LT/T/RT B A NB LT A A SB LT A A Ziegler/Trilby (stop sign) EB LT B B EB T/RT A A EB APPROACH B A WB LTIT/RT A A NB LT A A SB LT A A Ziegler/Trilby (roundabout) EB 0.09/0.10 0.07/0.08 WB 0.04/0.05 0.01/0.01 NB 0.0810.10 0.04/0.05 SB 0.1210.14 0.14/0.17 19 signal or stop sign control will operate acceptably during the morning and school afternoon peak hours. The key intersections, analyzed as roundabouts, will operate below the capacity of a single -lane roundabout. ' Using the traffic volumes shown in Figure 6, the key intersections operate in the long range (2025) background condition as indicated in Table 4. Calculation forms for these analyses are provided in Appendix F. . The key intersections with conventional signal or stop sign control will operate acceptably during the peak hours. The Timberline/Kechter- Willow Springs intersection, analyzed as a roundabout, will require a multi -lane roundabout or right -turn bypass lanes on some legs. The Ziegler/Kechter and Ziegler/Trilby intersections, analyzed as a ' roundabouts, will operate below the capacity of a single -lane roundabout. Using the traffic volumes shown in Figure 9 and the recommended geometrics, the key intersections operate in the short range (2007) total condition as indicated in Table 5. Calculation forms for these analyses are provided in Appendix G. The key intersections with ' conventional signal or stop sign control will operate acceptably. Since the key intersections will operate acceptably, it is not necessary that Trilby Road be connected to the west of the site in the ' short range future. The short range geometry, with signal or stop sign control, is shown in Figure 11. The key intersections, analyzed as roundabouts, will operate below the capacity of a single -lane roundabout, except for the Timberline/Kechter-Willow Springs ' intersection during the morning peak hour. This intersection would required a multi -lane roundabout or a northbound right -turn bypass lane. The determination of stop sign control or roundabout control at ' the Ziegler/Kechter and Ziegler/Trilby intersections, and signal or roundabout control at the Timberline/Kechter-Willow Springs intersection will be made by the City of Fort Collins. Using the traffic volumes shown in Figure 10, the key intersections operate in the long range (2025) total condition as indicated in Table 6. Calculation forms for these analyses are provided in Appendix H. The key intersections with conventional signal or stop sign control will operate acceptably. The long range geometry, with signal or stop sign control, is shown in Figure 12. The Timberline/Kechter-Willow Springs intersection, analyzed as a roundabout, will require a multi -lane roundabout or right -turn .bypass lanes on some legs. The Ziegler/Kechter and Ziegler/Trilby intersections, analyzed as roundabouts, will operate below the capacity of a single -lane roundabout. The determination of signal or roundabout control at the Timberline/Kechter-Willow Springs and Ziegler/Kechter intersections, and stop sign control or roundabout control at the Ziegler/Trilby intersection will be made by the City of Fort Collins. ■ Pedestrian Level of Service ' Appendix I shows a map of the area that is within 1.5 miles of the Kinard Junior High School. There will be five pedestrian 18 TABLE 3 Short Range (2007) Background Morning and School Afternoon Peak Hour Operation sm n�n TimberlineXechter-Willow Springs (signal) EB LTrFIRT C C WB LTrF D D WB RT B B WB APPROACH C C NB LT A A NB B B NB RT A A NB APPROACH B B S8 LT B A SB T/RT B C SB APPROACH 6 B OVERALL B B TimberlinefKechter-Willow Springs (roundabout) �104k"Rxfio'fttbber b6Wmoijb'dun 'Maw EB 0.21/0.27 0.1610.20 WB 0.51/0.64 0.44/0.54 NB 0.85/1.03 0.67/0.82 SB 0.57/0.69 0.80/0.97 Ziegler/Kechter (all -way stop) EB LT C B EBT B B EB RT A A EB APPROACH B B WB LT B A WB T B B WB RT 6 B WB APPROACH B B NB LT B B NB T/RT B B NB APPROACH B B SB LT B B SB T/RT B B SB APPROACH B B OVERALL B B Ziegler/Kechter (roundabout) 75WIWN��93; FB 0.4110.49 0.27/0.33 WB 0.4410.55 0.32/0.38 NB 0.34/0.42 0.19/0.23 SB 0.21/0.26 025/0.30 Ziegler/Shallow Pond (stop sin ) W8 LT/RT A A SB LT A A Ziegler/Trilby sign) WB LT/RT A A SB LT A A -(stop ZieglerfTrilby (roundabout) WB 0.02/0.02 0.01/0.01 N6 0.09/0.10 0.04/0.05 SB NAI0-22 NA/0.22 17 o L E to T 04 260/175 0 0 r IN IT N J i —10125 235/280 /— Willow Springs 75l45 f f f I I 35120 — 0 0 U) m 25/15 M O N to M T N L m V 180/130 -190/170 !� 50/50 250/85 Kechter 180/160 -i to 145/115 I-- v in o m LA O T M M LD O N O 0 0 � 125195 � r M CO NOM - 20/ 5 Shallow Pond � � � r 20/15 NOM U') Ln o 5!5 LO CD N o r — 7:30-8:30am/2:30-3:30pm Rounded to Nearest 5 Vehicles LONG RANGE (2025) TOTAL PEAK HOUR TRAFFIC CD to i N m CDo � 30/10 IN M T 25/10 J � � NOM -� 255l170 t Trilby 15/10 -i o o g 5/10 LD to O T CC)z Figure 10 16 m o O N o � co i Willow Springs 75/45 35120 — 25/15 CD C n S i- 210/130 f 10/25 205/230 � f r 0 0 Ln `O o in h N In f7 �— 7:30-8:30am/2:30-3:30pm Rounded to Nearest 5 Vehicles SHORT RANGE (2007) TOTAL PEAK HOUR TRAFFIC 15 N L CD ^0) W N 0 0 O I o m `0 155/120 160/150 40/45 f/ 215/65 Kechter 150/140 — to O o 130/105 o 0 o v o LO LO N Shallow Pond O ' o MI oo 145/110 LD N 4— NOM NOM 0/5 f r NOM o 2 NOM z z u'> rn N O O` C> N O O O 20/10 NI c) 10/5 NOM 170/115 --)0( 1 f � Trilby 10/5 — uD 2 NOM O o O 0 Figure 9 N C QD L cm E IV H 00 n N V ' 36/24 18/12 � � 22/11 pd 66/32 —y r Kechter Srins ' N V COCO N � CO co co co ' Shallow Pond 1/2 NOM --- � o O za co NN a co 193194 11 /5 N � ' \ Trilby i 152/100 9/6 —► 211�p NOM z �- 7:30-8:30am/2:30-3:30pm 1 LONG RANGE (2025) SITE Figure 8 ' GENERATED PEAK HOUR TRAFFIC 14 Willow Springs +— 7:30-8:30am/2:30-3:30pm Shallow Pond N N N LO a5 0 l� 11/6 1 87/42 � �i y � Kechter co o c0 N O r, m m m O ;T C1 1 1/2 --14( } NOM 2 N O Z o m m M O N i I 11/5 170/112 ----r 916 2 NOM Z Trilby SHORT RANGE (2007) SITE Figure 7 GENERATED PEAK HOUR TRAFFIC 13 0 v m to I v 0 0 N 00 r0i 1 `— 2251150 --o-10/25 215/270 Willow Springs 75/45 I I f I 35/20 0 0 (n 25/15 N aD (fl N �— 7:30-8:30am/2:30-3:30pm Rounded to Nearest 5 Vehicles N m a, N 0 0 0 It � Cl) o (0v 180/130 190/170 25/40 f r Kechter 250/85 1801160 o — 80/85 N M 0 v o N (n (O o N L 125/9'r I� CO f- NOM J � � -- 20/15 Shallow Pond 20l10 NOM ,n Ln o 5/5 in o in U') rn LONG RANGE (2025) BACKGROUND PEAK HOUR TRAFFIC (n -It N o o r `30/10 Ir Cl) —15/5 1 �, NOM 100/70 —� ) f r i n 0y 5/5 5/10 o v O n (n COz Figure 6 12 61 - m - E m N LO un m o , um) o F- 0 155/120 (0 co165/100 N Cl)�-10/25 } 175/210 `* on m 160/150 30/40 �J /— Willow 75/45 Springs 1 f 215/65 l * Kechter 35/20 I I I o O L 150/140 I I LO O Lo 25/15 v T o o 40/60 o 0 cn o -Itrn m LO N r O O CD `* 145/110 1 � �NOM Shallow Pond LO g O o Z N O O O O 20/10 �NOM 1 � Trilby Lo g v O --mu— 7:30-8:30am/2:30-3:30pm Z Rounded to Nearest 5 Vehicles SHORT RANGE (2007) BACKGROUND Figure 5 PEAK HOUR TRAFFIC Background Traffic Projections Figures 5 and 6 show the respective short range (2007) and long range (2025) background traffic projections. Background traffic projections for the short range and long range future horizons were obtained by reviewing the NFRRTP and various traffic studies prepared for this area of Fort Collins. 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 (2007) and long range (2025) site generated morning and school afternoon peak hour traffic assignment. Figure 9 shows the total (site plus background) short range (2007) morning and school afternoon peak hour traffic at the key intersections. Figure 10 shows the total long range (2025) morning and school afternoon peak hour traffic at the key intersections. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. It should be noted that the normal afternoon peak hour was not analyzed. From experience, if the morning peak hour signal warrant is met, it will likely be met in the afternoon peak hour as well. Using the long range (2025) background traffic forecasts, a peak hour signal warrant will be on the threshold of being met in the morning peak hour at the Ziegler/Kechter intersection. Using the long range (2025) total traffic forecasts, a peak hour signal warrant will be met in the morning peak hour at the Ziegler/Kechter intersection. The peak hour signal warrant analyses are provided in Appendix D. Operation Analysis Capacity analyses were performed at the key intersections. The operations analyses were conducted for the short range analysis, reflecting a year 2007 condition. The long range analysis reflects a ' year 2025 condition. Both conventional signal or stop sign control and roundabouts were analyzed at selected intersections. Roundabout intersections were analyzed as single -lane approaches. The analysis ' technique indicates "percent of capacity" for each approach leg of the roundabout. Approach legs with "percent of capacity" of greater than 100 percent indicates that a multi -lane roundabout or a bypass lane is needed. ' Using the traffic volumes shown in Figure 5, the key intersections operate in the short range (2007) background condition ' as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. The key intersections with conventional 1 10 aD m Wil Spr TRIP DISTRIBUTION short range r — long range N iter roIS by Figure 4 E SITE PLAN Shallow Pond SCALE: 1 "=100' Figure 3 n III. PROPOSED DEVELOPMENT The Kinard Junior High School is a school development, located in the northwest quadrant of the Ziegler/Trilby intersection in Fort Collins. Figure 3 shows a site plan of the Kinard Junior High School. The short range analysis (Year 2007) includes development of the Kinard Junior High School and an appropriate increase in background traffic, due to other potential development in the area. The long range analysis year is considered to be 2025. The site plan shows two accesses to Kinard Junior High School. The north access to Shallow Pond Drive will serve a faculty parking lot and school bus drop-off/pick-up. The primary public access will be from future Trilby Road. In the short range future, Trilby Road will be built west of Ziegler Road to the school access. This access will be located as far west of Ziegler Road as is practical. Parent drop-off and pick-up will primarily occur in the parking area serving this access. 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, 7tn Edition, ITE was used to estimate trips that would be generated by the Kinard Junior High School. Table 2 shows the expected trip generation on a daily, morning peak hour, and school afternoon peak hour basis. TABLE 2 Trip Generation rvt ■■�..S.�.c,YYi f�''y� '`� Y s �lfT?C h ... `tj�''�:�3"%f, - �F7{l b - 4tL: r�'YS��a3'1. 41 C z �Qw6iawF Oak Oeo4 Wft..iI ' iMY1�YV�9'Pi VVMn �Y1'Ej. RC�'CIf b•.Yq [ -�Oi:r sYVL7Ci „ca. -fi'�" sv: ..� T-e''S y 9 i dt £� 3� :... ..5.'."'s .�."nT, �.`C. 522 Junior High School 750 students 1'62 1215 0.29 218 0.24 180 0.14 105 0.16 120 Trip Distribution ' Directional distribution the Kinard Junior High School demographics provided by the may moderate slightly based ' service area. Figure 4 shows (2007) and long range (2025) process. of the generated trips was determined for based upon the service area and student Poudre School District. The distribution upon how development occurs within the the trip distribution for the short range futures used in the traffic assignment 7 4500 feet east of Ziegler Road. When Kechter Road is improved to its two-lane arterial cross section, it will have the required 8 foot bike lanes on each side of the street. Transit Facilities Currently, there is no transit service in this area of Fort Collins. TABLE 1 Current Morning and School Afternoon Peak Hour Operation ------------ Timbedine/Kechter-Willow Springs (signal) EB LTIT/RT C B WB LT/T/RT D D NB LT A A NB T/RT B B NB APPROACH B B SB LT C C SB T/RT A B SB APPROACH B B OVERALL C B Ziegler/Kechter (all -way stop) NB LT B A NB T/RT B B NB APPROACH B B SB LT B A SB T/RT B B SB APPROACH B B EB LT B A EB T/RT B A EB APPROACH B A \AfB LT B B \IVB T B A WB RT B A WB APPROACH B B OVERALL B B Ziegler/Shallow Pond (stop sign) WB LT/RT A A SB LT A A Ziegler/Trilby (stop sign) WB LT/RT A A SB LT A A 6 p a) m E 0) m IV to to v r a am H 129/81 m °�' 99/90 IIt N CD M J 11/25 123/178 co co 0 M V) r, 1 �, o 101/117 29/38 Willow 73/43 Springs 1 203/61 Kechter 33/19 — I(" 102/111 ` _ qzt ` `IO 25115 M ° 33/58 ) `o ti cfl � M cM v tp N r U) 't co m OD 96/83 Shallow Pond o ti rn m v � N (D 16/9 1 � � 0/2 rTrilby ch o v o -.iw— 7:30-8:30am/2:30-3:30pm RECENT PEAK HOUR TRAFFIC Figure 2 5 Existing Traffic ' Recent morning and school (dismissal time) afternoon peak hour traffic at the key intersections is shown in Figure 2. Raw traffic count data is provided in Appendix B. Morning and school afternoon peak hour traffic data at the key intersections was collected in September 2004. Existing Operation The counted intersections were evaluated using techniques provided ' in the 2000 Highway Capacity Manual. Using the morning and school afternoon peak hour traffic shown in Figure 2, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix C. A ' description of level of service for signalized and unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. The Kinard Junior High School site is in an ' area termed "other." In this area, acceptable overall 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 E for any approach leg for an arterial/collector-local intersection and level of service C for any approach leg for a collector/collector-local intersection. The key intersections operate acceptably during both the morning and school afternoon peak hours. Pedestrian Facilities Pedestrian facilities generally exist along developed parcels of ' land. Pedestrian facilities exist along the west side of Ziegler Road for approximately 700 feet north of the Ziegler/Kechter intersection, and along the east side of Ziegler Road from Kechter Road to Rock Creek Drive. Pedestrian facilities exist along the east side of Ziegler Road approximately 1000 feet south of the Ziegler/Kechter intersection. There are no pedestrian facilities along the west side ' of Ziegler Road south of the Ziegler/Kechter intersection. Pedestrian facilities currently exist along both sides of Kechter Road east of the Ziegler/Kechter intersection and along the north side of Kechter Road for approximately 2800 feet west of the Ziegler/Kechter ' intersection. There are no pedestrian facilities along the south side of Kechter Road. It is expected that as properties in this area are developed, sidewalks will be installed as part of the street infrastructure. ' Bicycle Facilities There are bicycle facilities along Timberline Road and Ziegler ' Road. There are bicycle facilities along Kechter Road for approximately 2800 feet west of Ziegler Road, and for approximately N Linton Elem. Sch. Knee Elan. Sch. Harmony Taal Elem. Sch. Preston Jr. H.S. i _m m m N Fossil Ridge H.S. Kechter zach m Elem. Sch. C J? E Robed Bacon Elem. Sch. � f"inera Jr. T � rlloy Shallow High School Pond Trilby SITE LOCATION SCALE: 1'=2000' Figure 1 3 II. EXISTING CONDITIONS The location of the Kinard Junior High School is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily residential. Residential units (Fossil Lake Village) are under construction to the east of the site. The Splitgerber residential development has been approved adjacent to this site to the north. A residential neighborhood (Sage Creek and Harvest Park) is under development to the north, across Kechter Road. The Willow Brook residential neighborhood is under development to the northeast 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 northwest of the proposed Kinard Junior High School. Roads Ziegler Road is east of the Kinard Junior High School site. It is a north -south street designated as a two-lane arterial north of Kechter Road and a collector street south of the Kechter Road on the Fort Collins Master Street Plan. The Ziegler/Kechter intersection has all -way stop sign control. The existing speed limit on Ziegler Road is 40 mph. Kechter Road is to the north School. It is a east -west street the Fort Collins Master Street Plan lane cross section. The existing mph= of the proposed Kinard Junior High designated as a two-lane arterial on Currently, Kechter Road has a two - speed limit on Kechter Road is 40 Timberline Road is approximately one mile west of the Kinard Junior High School site. It is a north -south street designated as a four -lane arterial north of Trilby Road on the Fort Collins Master Street Plan. Currently, Timberline Road has a two-lane cross section near the Timberline/Kechter-Willow Springs intersection. The Timberline/Kechter-Willow Springs intersection has signal control. The existing speed limit on Timberline Road is 40 mph. Trilby Road is to the south (future adjacent) of the proposed Kinard Junior High School. It is a east -west street designated as a collector street east of Timberline Road on the Fort Collins Master Street Plan. Currently, Trilby Road has a two-lane cross section where it has been built. Trilby Road also currently terminates approximately 0.5 miles southwest of the Kinard Junior High School site. Trilby Road begins again to the east of Ziegler Road. The Ziegler/Trilby intersection has stop sign control on Trilby Road. Ya I. INTRODUCTION This transportation impact study addresses the capacity, geometric, and control requirements at and near the proposed development of the Kinard Junior High School. The proposed Kinard Junior High School is located in the northwest quadrant of the Ziegler/Trilby intersection in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project planning consultant (RB & B), the Poudre School District - Support Services, and the Fort Collins Traffic Engineering Staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines. Appendix A contains the Transportation Impact Study Base Assumptions form and related attachments for the Kinard Junior High School. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. 1 LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 5 3. Site Plan ...........:................................ 8 4. Trip Distribution .................................... 9 5. Short Range (2007) Background Peak Hour Traffic ...... 11 6. Long Range (2025) Background Peak Hour Traffic ....... 12 7. Short Range (2007) Site Generated Peak Hour Traffic .. 13 S. Long Range (2025) Site Generated Peak Hour Traffic ... 14 9. Short Range (2007) Total Peak Hour Traffic ........... 15 10. Long Range (2025) Total Peak Hour Traffic ............ 16 11. Short Range (2007) Geometry .......................... 21 12. Long Range (2025) Geometry ........................... 23 APPENDIX A Base Assumptions Form B Recent Morning and School Afternoon Peak Hour Traffic C Current Morning and School Afternoon Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D Signal Warrant Analysis E Short Range Background Traffic Operation F Long Range Background Traffic Operation G Short Range Total Traffic Operation H Long Range Total Traffic Operation I Pedestrian/Bicycle/Transit Level of Service Worksheets TABLE OF CONTENTS Page I. Introduction ......................................... 1 II. Existing Conditions .................................. 2 LandUse ............................................. 2 Roads................................................ 2 Existing Traffic ..................................... 4 Existing Operation ................................... 4 Pedestrian Facilities ................................ 4 Bicycle Facilities ................................... 4 Transit Facilities ................................... 6 III. Proposed Development ................................. 7 Trip Generation ...................................... 7 Trip Distribution .................................... 7 Background Traffic Projections ....................... 10 Trip Assignment ...................................... 10 Signal Warrants ...................................... 10 Operation Analysis...................................10 Pedestrian Level of Service .......................... 18 Bicycle Level of Service .............................24 Transit Level of Service ............................. 24 IV. Conclusions..........................................25 LIST OF TABLES Table Page 1. Current Peak Hour Operation .......... :............. 6 2. Trip Generation ...................................... 7 3. Short Range (2007) Background Peak Hour Operation .... 17 4. Long Range (2025) Background Peak Hour Operation ..... 19 5. Short Range (2007) Total Peak Hour Operation ......... 20 6. Long Range (2025) Total Peak Hour Operation ..........22 KINARD JUNIOR HIGH SCHOOL TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO OCTOBER 2004 Prepared for: Poudre School District 2407 LaPorte Avenue Fort Collins, CO 80521 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 �QO"RE-G�`pT y�ooP�'\�,EW J. p�GF9cn '' 15263 =c FUTURE TRANSIT LEVEL OF SERVICE Travel Time Worksheet .. 2. 'a.'€.t�.La?�..`.e-.ice' �.5....m...w ...5 .)2Y'. 't �F.�''(-..w iJ:�m•�'i e�<.- E� S# wg•�,uh �. �. 0- TransitCSU Campus Center Fort Collins High School Total 2of4=LOSD ?('17 : ti M C. ICI ICI - C N urRon Elam. Sch. Knee Elam Sch. Harmony Tram Elem. Sch. Preston Jr. H.S. L _( tM (ID IV Fossil RkIp H.S. 1 Kechter zaar tp Elem. Sch. C 4) M _E Robert Bacon Elem Sch. Trilby Shallow Pond Trilby SCALE 10�OOo' BICYCLE INFLUENCE AREA Pedestrian • 3 �.�. a 1 �? _. a'A'a .� �, fi.�.�3 5� t •_ n ti.'>3¢ .. �y i� �, m RN 1-1 c e _ ®©©©p© - ----------- q�22 7 N Union Elam. Soh. Knm Elgin. Sch. Harmony Trees . Preston Jr. H.S. 2 3 m 4 jJ Fossil Podge H.S. Kechter zear - m C Elem. Sch. m JJ E Robert won 5 Elem. Sch. Trilby Shallow Pond Trilby SCALE: 1"--2WO' PEDESTRIAN INFLUENCE AREA 9v APPENDIX I ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J.'Delich, P.E.• Date Performed: 9/23/2004 'Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Trilby/Site Access Jurisdiction: Fort Collins 'Units: U. S. Customary Analysis Year: recent shor long bkgrd tota Project ID: 0474 East/West Street: Trilby Road North/South Street: Site Access Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R ' Volume 10 85 130 95 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 10 89 136 100 Percent Heavy Vehicles 0 -- Median Type/Storage Undivided / RT Channelized? No 0 1 1 1 'Lanes Configuration LT T R 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 105 15 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 110 15 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 SeTvice ' Approach EB WB Northbound Southbourid Movement 1•}, 4 1 7 ... 6 9 1 10 11 12 Lane Config LT I ( LR 125 (vph) 1343 759 'C(m) v/c 0.01 0.16 95% queue length 0.02 0.59 Delay 7.7 10.7 'Control LOS A B Approach Delay 10.7 Approach LOS B 56) HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 3 2 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Tri y Site Access Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor lon bkgr total Project ID: 0474 East/West Street: Trilby Road North/South Street: Site Access Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound. Movement 1 2 3 14 5 6 L T R I L,., T R Volume 20 115 140 195 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 21 121 147 205, V h' 1 0 -- -- -- -- Percent Heavy a is es Median Type/Storage Undivided RT Channelized? No Lanes 0 1 1 1 Configuration LT T R Upstream Signal? No No . Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11. 12 L TR I L T R Volume 160 20 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 168 21 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 17 8 9 ( 10 1'l 12 Lane Config LT I I LR v (vph) 21 189 C(m) (vph) 1218 695 v/c 0.02 0.27 95% queue length 0.05 1.10 Control Delay 8.0 12.1 LOS A B Approach Delay 12.1 Approach LOS B E ' HCS2000: Unsignalized Intersections Release 4.1d Delich 'Michael 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 ' ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co.: Matthew J. Delich, P.,E. Date Performed: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short Q2n bkgrd tota ' Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road ' 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 1 ' I Volume 1170 10 I I 10 10 10 10 110 40 0 I I 125 45 205 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 1178 10 10 10 10 10 110 42 0 126 47 215 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 198 20 52 288 Conflicting Circulating Flow 73 230 214 20 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 1308 1156 1171 1363 Lower bound 1091 954 967 1141 We Ratio: Upper bound 0.15 0.02 0.04 0.21 Lower bound 0.18 0.02 0.05 0.25 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: 9/29 Analysis Time Period: :30-8:30a 2:30-3:.30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment 1 Eastbound I Westbound I Northbound I Southbound I I L T R I L T R i L T R ► L T R I I I I I I Volume 1255 15 5 10 25 30 115 85 0 110 30 295 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 1268 15 5 10 26 31 115 89 0 110 31 310 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 288 57 Conflicting Circulating Flow 41 372 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 1341 1033 Lower bound 1121 843 v/c Ratio: Upper bound. 0.21 0.06. Lower bound 0.26 0.07 104 351 293 41 4.10 4.60 2.60 3.10 1100 903 0.09 0.12 4.10 4.60 2.60 3.10 1341 1121 0.26 0.31 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30 Intersection:= Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short ong bkgr total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Intersection Orientation: NS Study period.(hrs) Vehicle Volume$.and Adjustments Major Street Approach Northbound Movement 1 2 3 ( 4 L T R I L Southbound T R 0.25 Volume 10 40 0 25 45 205 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 10 42 0- 26 47 215 Percent Heavy Vehicles 0 0 Median Type/Storage Undivided / Channelized? No 'RT Lanes 1 1 0 1 1 1 Configuration_ L TR L T R 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 0 10 10 170 10 10 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate, HFR 0 10 10 178 10 10, 'Hourly Percent Heavy Vehicles 0 0 0. 0 0 0 Percent Grade M 0 0 Approach: Exists?/Storage No / No / 'Flared Lanes 0 1 0 1 1 0 Configuration LTR L TR ' Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound 1 4 1 7 8 9 I 10 11 12 'Movement Lane Config L L I LTR I L TR v (vph) 10 26 20 178 20 C(m) (vph) 1314 1580 714 764 845 v/c 0.01 0.02 0.03 0.23 0.02 95% queue length 0.02 0.05 0.09 0.90 0.07 Delay 7.8 7.3 10.2 11.1 9.4 'Control LOS A A B B A Approach Delay 10.2 11.0 Approach LOS B B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 Analysis Time Period 7:30-8:30am 2:30-3:30pm Intersection: ie r rilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor long kgrd total Project ID: 0474 East/West Street:- Trilby Road North/South'Street: Ziegler Road 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 15 85 0 10 30 295 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 89 0 10 31 310 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R ► L T R Volume 0 25 30 255 15 5 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 26 31 268 15 5 Percent Heavy Vehicles 0 0 0 0.. 0 .0 Percent Grade M 0 0 Flared Approach: Exists?/Storage No / __.-.. No /.. Lanes 0 1 0 1 1 0 Configuration` LTR L TR 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 1 LTR 1 L TR v (vph) 15 10 57 268 20 C(m) (vph) 1229 1519 662 699 775 v/c 0.01 0.01 0.09 0.38 0.03 95% queue length 0.04 0.02 0.28 1.80 0.08 Control Delay 8.0 7.4 10.9 13.3 9.8 LOS A A B B A Approach Delay 10.9 Approach LOS B B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly F1ow.Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? ' Lanes Configuration Upstream Signal? Minor Street: Approach Movement Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 'Analysis Time -Period: 7:30-8:30am 2 Intersection: Ziegler/Shallo:30-3:30pm Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent shor long bkgr total Project ID: 0474 East/West Street: Shallow Pond 'North/South Street: . Ziegler Road . Intersection Orientation: NS Study period (hrs): 0.25 Major Street: 5 205 0.95 0.95 5 215 0 -- Undivided 0 1 LTR No Westbound 8 T Volume 15 Peak Hour Factor, PHF 0.95 'Hourly Flow Rate, HFR 15 Percent Heavy Vehicles 0 Percent Grade M 'Flared Approach: Exists?/Storage Lanes 0 Configuration Approach 'Movement Lane Config v (vph) C.(m) (vph) v/c .95%'queue length 'Control Delay LOS Approach Delay Approach LOS 7 L 0 0.95 0 0 0 1 LTR 10 80 255 10 0.95 0.95. 0.95 0.95 10 84 268 10 -- 0 -- -- 0 0 1 0 LTR No Eastbound 9 1 10 11 12 R L T R 95 15 0 5 0.95 0.95 0.95 0.95 100 15 0 5 0 0 0 0 0 No / No 0. .0- 1 0 LTR N Delay,.Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 I 10 11 12 LTR LTR I LTR I LTR 5, 84 115 20 1296 1356 .699 338 0.00 0.06 0.16 0.06 0.01 0.20 0.59 0.19 7.8 7.8 11.2 16.3 A A B C 11.2 16.3 B. C 0 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9 23 2 4 Analysis Time Period: 7:30-8:30a 2:30-3:30pm Intersection: Ziegler Shallow Pond Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short lon bkgrd total Project ID: 0474 East/West Street: Shallow Pond North/South Street: Ziegler Road 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 5 350 15 85 310 15 Peak -Hour Factor, PHF 0.95 0.95. 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 368 15 89 326 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 20 0 125 20 0 5 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR. 21 0 131 21 0 5 Percent Heavy Vehicles 0 0 0 0 0 0 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 LTR LTR I LTR I LTR v (vph) 5 89 152 26 C(m) (vph) 1229 1187 541 207 v/c 0.00 0.07 0.28 0.13 95% queue length 0.01 0.24 1.15 0.42 Control Delay .7.9 8.3 14.2 24.9 LOS A A B C Approach Delay 14.2 24.9 Approach LOS B C 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 1 Michael 'Analyst: Agency/Co.: Matthew J. Delich, P..E. Date Performed: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30 m Ziegler/Kechter- 'Intersection: Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short lon bkgr total 'Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment ' Volume PHF ' Flow Rate 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 185 160 115 150 170 130 1105 175 45 1130 190 140 1 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 189 168 .121 152 178 136 1110 184 47 1136 200 147 Westbound Northbound 'Eastbound Approach Flow Rate 378 366 341 Conflicting Circulating Flow ' 388 383 393 Critical Gap and Follow-up Time ' Critical Gap :(sec): Upper bound 4.10 4.10 4.10 Lower bound 4.60 4.60 4.60 ' Follow-up Time (sec): Upper bound 2.60 2.60 2.60 Lower bound 3.10 3.10 3.10 ' Results: Capacity and v/c Ratio Capacity (Eq. 10-124): ' Upper bound 1020 1024 1016 Lower bound 832 835 828 v/c Ratio: Upper bound 0.37 0.36 0.34 ' Lower bound 0.45 0.44 0.41 Southbound 483 340 4.10 4.60 2.60 3.10 1060 867 0.46 0.56 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: 9 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: leg er echter Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: shor <2bkgrd total Project ID: 0474 East/West Street: Kechter Road North/South Street: Ziegler Road Volumes and Adjustment 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 Volume 1250 180 145 150 190 180 1155 300 60 1120 215 100 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 1263 189 152 152 200 189 1163 315 63 1126 226 105 1 Eastbound Westbound Northbound Approach Flow Rate 604 441 541 Conflicting Circulating Flow 404 741 578 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 1007 Lower bound 820 v/c Ratio: Upper bound 0.60 Lower bound 0.74 Southbound 457 415 4.10 4.10 4.60. 4.60 2.60 2.60 3.10 3.10 768 876 998 609 704 812 0.57 0.62 0.46 0.72 0.77 0.56 ' HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Ziegler/Kechter 'Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30pm Year recent short on bkgrd total Project ID: 0474 E/W St: Kechter Road N/S St: Ziegler Road SIGNALIZED INTERSECTION SUMMARY ' I Eastbound I Westbound I Northbound I Southbound I I L T R 1- L T R. ) L T R I L T R I No. Lanes 1 1 1 1 I. 1 1 1 1 1 0 11 1 0 'LGConfig I L T R 1 L T R 1 L TR i L TR.. i Volume 185 160. 115 150 170 _130 1105. 175 45 1130 190. 140 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.6 12.0 1. ' RTOR Vol I 0 I 0 I 0 I 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 Thru P ( Thru A Right P I Right A ' Peds X I Peds X WB Left A P I SB Left A Thru P I Thru A ' Right P I Right A Peds X I Peds X NB Right I EB Right Right I WB Right 'SB Green 6.0 40.0 30.0 Yellow 3.0 3.0 3.0 All Red 1.0 2.0 2.0 ' Cycle Length: 90.0 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 631 1770 0.14 0.56 9.6 A T 828 1863 0.20 0.44 15.8 B 14.3 B R 704 1583 0.17 0.44 15.6 B 'Westbound L 642 1770 0.08 0.56 9.4 A T 828 1863 0.22 0.44 16.0 B 15.0 B R 704 1583 0.19 0.44 15.8 B Northbound L 237 687 0.47 0.34 24.5 C TR 602 1806 0.38 0.33 23.3 C 23.7 C ' Southbound L 333 966 0.41 0.34 23.4, C TR 581 1744 0.60 0.33 26.7 C 25.7 C Intersection Delay = 20.0+ (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Ziegler/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: Period: 9 7;30-8:30am 2:30-3:30pm Jurisd: Year Fort Collins recent shor .long bkgr total Project ID: E/W St: Kechter Road N/S St: Ziegler Road SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound 1 Northbound 1 Southbound 1 I L. T R I L. T -R I L T R I L T R 1 No. Lanes 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 0 1 LGConfig I L T R I L T R I L TR ► L TR 1 Volume 1250 180 145 150 190 180 1155 300 60 1120 215 100 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 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 P ( NB Left A Thru P I Thru A Right P I Right A Peds X I Peds X WB Left A P 1 SB Left A Thru P 1 Thru A Right P I Right A Peds X 1 Peds X NB Right I EB Right SB Right I WB Right Green 6.0 40.0 30.0 Yellow 3.0 3.0 3.0 All Red 1.0 2.0 2.0 Cycle Length: 90.0 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 612 1770 0.43 0.56 13.0 B T 828 1863 0.23 0.44 16.1 B 14.7 B , R 704 1583 0.22 0.44 16.1 B Westbound L 622 1770 0.09 0.56 9.4 ' A T 828 1863 0.24 0.44 16.3 B 15.6 B R 704 1583 0.27 0.44 16.7 B Northbound ' L 249 724 0.65 0.34 31.1 C TR 605 1816 0.63 0.33 27.3 C 28.5 C Southbound I L 211 613 0.60 0.34 28.9 C TR 591 1774 0.56 0.33 25.8 C 26.7 C ' Intersection Delay = 21.2 (sec/veh) Intersection LOS = C ?0 1 ' HCS2000: Unsignalized Intersections Release 4.1d 'Michael Delich =f 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 ROUNDABOUT ANALYSIS Analyst: Michael Agency/Co. v.` Matthew J. De'lich', P.E. Date Performed:" 9/29/2004 Analysis .Time Period: 7:30-8:30am 2:30-3:30pm 'Intersection: Timberline/Kechter Jurisdiction: Fort Collins Units: U. S.-Customary Analysis Year: short ong bkgr total tProject ID: 0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road ' Volumes and Adjustment -Eastbound I Westbound 1 Northbound 1 Southbound 1 1 L T R i L T R i L T R I L T R 1 Volume 14;5 20 15 1280 25 175 110 870 185 1265 1340 50 1 PHF 10;.95 0.95 0.95 10.95 0.95 0.95 10.96 0.96 0.96 10.95 0.95 0.95 1 ' Flow Rate 147 21 15 1294 26 184 110 906 192 1278 1410 52 1 Eastbound Westbound Northbound Southbound ' Approach Flow Rate 83 504 1108 1740 Conflicting Circulating Flow ' 1982 963 346 330 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 272 641 1055 1068 Lower bound 192 499 863 875 v/C Ratio: Upper bound 0.31 0.79 1.05 1.63 ' Lower bound 0.43 1.01 1.26 1.99 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: 9 2009 Analysis Time Period: :30-8:30a 2:30-3:30pm Intersection: Ti er a/Kechter Jurisdiction:: Fort Collins Units: U. S. Customary Analysis Year: short long kgrd total Project ID:''0474 East/West Street: Kechter-Willow Springs North/South Street: Timberline Road Volumes and Adjustment I Eastbound I Westbound I Northbound I Southbound I 1 L T R I L T R I L T R I L T R I 1 Volume 175 35 25 1235 10 260 15 L625 305 1275 1060 20 1 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.96 0.96 0.96 10.95 0 95 0.95 1 Flow Rate 178 36 26 1247 10 273 15 1692 317 1289 1115 21 1 Eastbound Westbound Northbound Approach Flow Rate 140 530 2014 Conflicting Circulating Flow 1651 1775 403 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): Southbound 1425 262 4.10 4.10 4.60 4.60 2.60 2.60 3.10 3.10 Upper bound 361 325 1008 1127 Lower bound 263 234 821 928 v/c Ratio: Upper bound 0.39 1.63 2.00 1.26 Lower bound 0.53 2.26 2.45 1.54 HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/23/2004 Jurisd: Fort Collins Period: 7:30-8:30am 2:30-3:30pm Year recent short ong bkgrd otal Project ID: 0474 E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY 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 No. Lanes I 0 1 0- I 0 1 1 I 1 2 1 I 1 2 0 LGConfig I LTR I LT R I L T R I L TR I Volume 145 20_ 15 1280 25 175 I10 870 185 1265 1340 50 1 Lane Width 1 12.0 I 12.0 12.0 112.0 12.0 12.0 112.0 12.0 I RTOR Vol I 0 1 0 I 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 I NB Left A P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A I SB Left A A P Thru A I Thru A P Right .. A I Right A P Peds X I Peds X NB Right A I EB Right SB Right I WB Right A A Green 26.0 6.0 4.0 40.0 Yellow 3.0 3.0 0.0 3.0 All Red 2.0 1.0 0.0 2.0 Appr Lane Grp Lane Group Capacity Eastbound LTR 283 Westbound LT 375 R 792 Northbound L 221 T 1576 R 1249 Southbound L 455 TR 1724 Cycle Length: 90.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 978 0.30 0.29 25.5 C 25.5 C 1297 0.86 0.29 47.7 D 35.0- C 1583 0.23 0.50 12.9 B 1770 0.05 0.53 8.8 A 3547 0.58 0.44 17.4 B 14.4 B 1583 0.16 0.79 0.7 A 1770 0.61 0.61 8.2 A 3527 0.85 0.49 20.0- B 18.1 B Intersection Delay = 19.5 (sec/veh) Intersection LOS = B secs HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Timberline/Kechter Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 9/ 04 Jurisd: Fort Collins Period: :30-8:30am 2:30-3:30pm Year recent shor ong kgr total Project E/W St: Kechter-Willow Springs N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 Westbound 1 Northbound Southbound 1 I L T R- I L T R I L T R I L T. R 1 1 I I I No. Lanes 1 0 1 0 1 0 1 1 1 1 2 1 1 1 2 0 1 LGConfig 1 LTR I LT R I L T R I L TR 1 Volume 175 35 25 1235 10 260 15 1625 305 1275 1060 20 1 Lane Width I 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1 RTOR Vol I 0 I 0 I 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 A P Thru A I Thru P Right A I Right P Peds X I Peds X WB Left A I SB Left A A P Thru A 1 Thru A P Right A I Right A P Peds X I Peds X NB Right A 1 EB Right SB Right 1 WB .Right A A Green 24.0 6.0 4.0 42.0 Yellow 3.0 3.0 0.0 3..0 All Red 2.0 1.0 0.0 2.0 Cycle Length: 90.0 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 213 800 0.67 0.27 37.1 D 37.1 D Westbound LT 320 1199 0.81 0.27 44.9 D 29.6 C R 756 1583 0.36 0.48 15.1 B Northbound L 330 1770 0.02 0.56 6.1 A T 1655 3547 1.02 0.47 47.7 D 40.2 D R 1249 1583 0.25 0.79 0.8 A Southbound L 378 1770 0.76 0.63 �20.7 C TR 1808 3537 0.63 0.51 12.6 B 14.2 B Intersection Delay = 29.7 (sec/veh) Intersection LOS = C -1 6 No Text HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/23/2004 Analysis Time Period: 7:30-8:30am :30-3:30 m Intersection: Trilby/Site Access, Jurisdiction: Fort.Collins Units,: U. S.-.Customary Analysis Year: recent short long bkgrd total Project ID::. 0474 East/West Street: Trilby Road North/South Street: Site Access Intersection Orientation: EW _ Study period (hrs): 0.25 Vehicle Volumes, and Adjustments Major--Street.,--Approach Eastbound'._ Westbound Movement 1 2 3 14 5 6 L T' R I L T R Volume 0 0 0 105 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourl,y.Flow Rate, HFR 0 0 0 123 Percent Heavy Vehicles 0 -- --. -- -- Median Type/Storage Undivided / RT Channelized? No Lanes, 0 .1 1 1 Configuration LT T R 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 120 0 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 141 0 Percent Heavy Vehicles 0 0 Percent Grade M 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 17 81 9 I 10 11 12 Lane Config LT I I LR v (vph) 0 141 . C (m) (vph) 1477 1029 v/c 0.00 0.14 95% queue length 0.00 0.47 Control Delay 7.4 9.1 LOS A A Approach Delay 9.1 Approach LOS A 1 4- HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 9/2tAnalysis Time Period: :3.30am 2:30-3:30pm Intersection: Trii e Access Jurisdiction: Fort Collins 'Units: U. S. Customary .• Analysis Year: recen short long bkgr total Project ID:!.�•;0474 East/West Street- Trilby Road North/South,Street: Site. Access ' Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 0 0 0 215 peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 0- 252 Percent Heavy Vehicles 0 -- -- - -- Median Type/Storage Undivided / RT Channelized? No Lanes 0 1 1 1 Configuration " LT T` R 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 180 0 Peak Hour Factor, PHF 0.85 0.85 F1ow.Rate, HFR 211 0 'Hourly 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 •. LT I I _ LR v (vph) 0 211 (vph) 1325 1029 'C(m) v/c 0.00 0.21 95% queue length 0.00 0.77 Delay 7.7 9.4 'Control LOS A A Approach Delay 9.4 Approach LOS A 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: 9/29/2004 Analysis Time Period: 7:30-8:30am 2:30-3:30pm Intersection: Ziegler/Trilby Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short long bkgrd total Project ID: 0474 East/West Street: Trilby Road North/South Street: Ziegler Road Volumes and Adjustment 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 Volume 1115 5 I I I 120 50 100 1 0 10 5 10 10 45 0 PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1 Flow Rate 1135 5 0 10 5 11 10 52 0 123 58 117 1 Eastbound Westbound Northbound Southbound Approach Flow Rate 140 16 52 198 Conflicting Circulating Flow 81 187 163 5 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 129.9 1196 1219 1379 Lower bound 1084 990 1010 1156 v/c Ratio: Upper bound 0.11 0.01 0.04 0.14 Lower bound 0.13 0.02 0.05 0.17 -7-Z�-