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HomeMy WebLinkAboutASPEN DENTAL - PDP - 1-09 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYU3 0 Nialtimodal Transportation Level of Sefvice Manual p.20 LOS Standards for Development Review -,Bicycle Figure 7. Bicycle LOS Worksheet N HE level of service - connectivity nwirrnan actual proposed bise connectivity: /1 specific connections to priority sites: description of applicable destination area within 1,320' including address destination area classification (see text) City of fort Collins Transportation Master Plan 'Y Pedestrian LOS Worksheet Project Location Classification: SCHOOL WALK AREA Descnp6onof, Destination Level of Sernce (minimum based on project location classification);. livable Destination Area street v150a� 4 ' Directness Continuity Interest&s, Security . Area Wlthln,1320' ., Classification;:, Crossugs ; Amenities: 1 Offioe/Commercial to the northwest of the Site Commercial Minimum B B B C B Actual A B (1) B C B Proposed A B (1) B C B 2 Residential to the east of the site Residential Minimum B B B C B Actual A B (1) A B B Proposed A B (1) A B B 3 Residential to the south of the Site Residential Minimum B B B C B Actual A B (1) A C B Proposed A B (1) A C B 4 Commercial area to the west of the site Commercial Minimum B B B C B Actual A B (1) B C B Proposed A B (1) B C B 5 Apartments to the north Residential Minimum B B B C B Actual A B (1) A/B C B Proposed A B (1) A/B C B 6 Minimum Actual Proposed 7 Minimum Actual Proposed 8 Minimum Actual Proposed 9 Minimum Actual Proposed 10 Minimum Actual Proposed (1) Built under previous standards WM Horsetooth Road O v m 0 Ix 1 E Asp n Dental ® O re Caribou Drive O SCALE: 1 "=500' PEDESTRIAN INFLUENCE AREA APPENDIX F A7 .1 A HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Short Total PM t �' �► l Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 0 1 tt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 6 14 1196 5 6 1534 Peak Hour Factor 0.85 0.85 0.88 0.88 0.92 0.92 Hourly flow rate (vph) 7 16 1359 6 7 1667 Pedestrians Lane Width (ft) Walking Speed (ft%s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 2209 682 1365 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2247 439 1247 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 76 97 99 cM capacity (veh/h) 29 478 467 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 24 906 459 7 834 834 Volume Left 7 0 0 7 0 0 Volume Right 16 0 6 0 0 0 cSH 86 1700 1700 467 1700 1700 Volume to Capacity 0.27 0.53 0.27 0.01 0.49 0.49 Queue Length 95th (ft) 25 0 0 1 0 0 Control Delay (s) 62.2 0.0 0.0 12.8 0.0 0.0 Lane LOS F B Approach Delay (s) 62.2 0.0 0.0 Approach LOS F Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. 1 /29/2008 HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Short Total AM 4__ t `� 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 0 tt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 4 1323 9 10 1099 Peak Hour Factor 0.85 0.85 0.87 0.87 0.85 0.85 Hourly flow rate (vph) 1 5 1521 10 12 1293 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right tum flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.78 0.78 0.78 vC, conflicting volume 2196 766 1531 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2252 414 1397 tC, single (s) 6.8 6.9 4A tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 96 99 97 cM capacity (veh/h) 26 457 378 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 6 1014 517 12 646 646 Volume Left 1 0 0 12 0 0 Volume Right 5 0 10 0 0 0 cSH 107 1700 1700 378 1700 1700 Volume to Capacity 0.05 0.60 0.30 .0.03 0.38 0.38 Queue Length 95th (ft) 4 0 0 2 0 0 Control Delay (s) 40.4 0.0 0.0 14.8 0.0 0.0 Lane LOS E B Approach Delay (s) 40.4 0.0 0.1 Approach LOS E Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. 1 /29/2008 N6 HCM Signalized Intersection Capacity Analysis ,, 6: Caribou Drive & Timberline Road Short Total PM � � � � -- � h t � 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►I 4 r R T r I ti� I TT+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 3496 1770 3522 Fit Permitted 0.75 1.00 1.00 0.75 1.00 1.00 0.12 1.00 0.17 1.00 Satd. Flow (perm) 1403 1863 1583 1395 1863 1583 230 3496 325 3522 Volume (vph) 38 11 123 67 7 40 68 1054 92 92 1296 42 Peak -hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.87 0.87 0.87 0.86 0.86 0.86 Adj. Flow (vph) 45 13 145 71 7 42 78 1211 106 107 1507 49 RTOR Reduction (vph) 0 0 28 0 0 35 0 7 0 0 3 0 Lane Group Flow (vph) 45 13 117 71 7 7 78 1310 0 107 1553 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 10.1 10.1 10.1 10.1 10.1 10.1 47.7 47.7 47.7 47.7 Effective Green, g (s) 11.1 11.1 11.1 11.1 11.1 11.1 48.7 48.7 48.7 48.7 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.16 0.16 0.72 0.72 0.72 0.72 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 230 305 259 228 305 259 165 2511 233 2530 v/s Ratio Prot 0.01 0.00 0.37 c0.44 v/s Ratio Perm 0.03 c0.07 0.05 0.00 0.34 0.33 v/c Ratio 0.20 0.04 0.45 0.31 0.02 0.03 0.47 0.52 0.46 0.61 Uniform Delay, d1 24.5 23.9 25.6 25.0 23.8 23.8 4.1 4.3 4.0 4.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 1.3 0.8 0.0 0.0 9.4 0.8 6.4 1.1 Delay (s) 24.9 23.9 26.9 25.8 23.8 23.9 13.5 5.1 10.4 5.9 Level of Service C C C C C C B A B A Approach Delay (s) 26.2 25.0 5.6 6.2 Approach LOS C C A A Intersection Summa HCM Average Control Delay 7.8 HCM Level of Service A HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 67.8 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. 1 /29/2008 HCM Signalized Intersection Capacity Analysis 6: Caribou Drive & Timberline Road Short Total AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r t r +T+ I ?T+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 3520 1770 3528 Fit Permitted 0.75 1.00 1.00 0.75 1.00 1.00 0.22 1.00 0.14 1.00 Satd. Flow (perm) 1400 1863 1583 1398 1863 1583 419 3520 259 3528 Volume (vph) 36 9 58 106 8 80 112 1325 49 42 929 20 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 0.85 0.85 0.85 Adj. Flow (vph) 42 11 68 125 9 94 119 1410 52 49 1093 24 RTOR Reduction (vph) 0 0 56 0 0 35 0 3 0 0 2 0 Lane Group Flow (vph) 42 11 12 125 9 59 119 1459 0 49 1115 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 11.1 11.1 11.1 11.1 11.1 11.1 47.3 47.3 47.3 47.3 Effective Green, g (s) 12.1 12.1 12.1 12.1 12.1 12.1 48.3 48.3 48.3 48.3 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.18 0.18 0.71 0.71 0.71 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 248 330 280 247 330 280 296 2486 183 2491 v/s Ratio Prot 0.01 0.00 c0.41 0.32 v/s Ratio Perm 0.03 0.01 c0.09 0.04 0.28 0.19 v/c Ratio 0.17 0.03 0.04 0.51 0.03 0.21 0.40 0.59 0.27 0.45 Uniform Delay, d1 23.9 23.3 23.3 25.4 23.3 24.1 4.1 5.0 3.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.1 1.6 0.0 0.4 4.0 1.0 3.6 0.6 Delay (s) 24.2 23.3 23.4 27.1 23.3 24.5 8.2 6.1 7.2 4.9 Level of Service C C C C C C A A A A Approach Delay (s) 23.7 25.8 6.2 5.0 Approach LOS C C A A Intersection Summa HCM Average Control Delay 7.9 HCM Level of Service A HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 68.4 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. 1 /29/2008 a� APPENDIX E HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Short Background PM t t P �► 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 0 4t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 8 1196 4 4 1534 Peak Hour Factor 0.85 0.85 0.88 0.88 0.92 0.92 Hourly flow rate (vph) 2 9 1359 5 4 1667 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 2204 682 1364 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2241 439 1246 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 98 99 cM capacity (veh/h) 30 478 468 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 12 906 458 4 834 834 Volume Left 2 0 0 4 0 0 Volume Right 9 0 5 0 0 0 cSH 119 1700 1700 468 1700 1700 Volume to Capacity 0.10 0.53 0.27 0.01 0.49 0.49 Queue Length 95th (ft) 8 0 0 1 0 0 Control Delay (s) 38.4 0.0 0.0 12.8 0.0 0.0 Lane LOS E B Approach Delay (s) 38.4 0.0 0.0 Approach LOS E Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. 0 1 /29/2008 HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Short Background AM t T 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y +T+ 11 Tt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 3 1323 6 6 1099 Peak Hour Factor 0.85 0.85 0.87 0.87 0.85 0.85 Hourly flow rate (vph) 0 4 1521 7 7 1293 Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.78 0.78 0.78 vC, conflicting volume 2185 764 1528 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2237 414 1394 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 98 cM capacity (veh/h) 27 458 379 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 4 1014 514 7 646 646 Volume Left 0 0 0 7 0 0 Volume Right 4 0 7 0 0 0 cSH 458 1700 1700 379 1700 1700 Volume to Capacity 0.01 0.60 0.30 0.02 0.38 0.38 Queue Length 95th (ft) 1 0 0 1 0 0 Control Delay (s) 12.0 0.0 0.0 14.7 0.0 0.0 Lane LOS B B Approach Delay (s) 12.9 0.0 0.1 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. In 1 /29/2008 HCM Signalized Intersection Capacity Analysis 6: Caribou Drive & Timberline Road Short Background PM s -• --v 'r -- 4,- � t � 4� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r Vi + r +T* 1 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1,.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 3496 1770 3522 Fit Permitted 0.75 1.00 1.00 0.75 1.00 1.00 0.12 1.00 0.17 1.00 Satd.Flow (perm) 1403 1863 1583 1395 1863 1583 232 3496 326 3522 Volume (vph) 38 11 123 67 7 40 68 1053 92 92 1292 42 Peak -hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.87 0.87 0.87 0.86 0.86 0.86 Adj. Flow. (vph) 45 13 145 71 7 42 78 1210 106 107 1502 49 RTOR Reduction (vph) 10 0 28 0 0 35 0 7 0 0 3 0 Lane Group Flow (vph) 45 13 117 71 7 7 78 1309 0 107 1548 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 10.1 10.1 10.1 10.1 10.1 10.1 47.7 47.7 47.7 47.7 Effective Green, g (s) 11.1 11.1 11.1 11.1 11.1 11.1 48.7 48.7 48.7 48.7 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.16 0.16 0.72 0.72 0.72 0.72 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 230 305 259 228 305 259 167 2511 234 2530 v/s Ratio Prot 0.01 0.60 0.37 c0.44 v/s Ratio Perm 0.03 c0.07 0.05 0.00 0.34. 0.33 v/c Ratio 0.20 0.04 0.45 0.31 0.02 0.03 0.47 0.52 0.46 0.61 Uniform Delay, dl 24.5 23.9 25.6 25.0 23.8 23.8 4.0 4.3 4.0 4.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 1.2 0.8 0.0 ' 0.0 9.1 0.8 6.3 1.1 Delay (s) 24.9 23.9 26.8 25.8 23.8 23.9 13.1 5.1 10.3 5.9 Level of Service C C C C C C B A B A Approach Delay (s) 26.2 25.0 5.5 6.2 Approach LOS C C A A Intersection Summa HCM Average Control Delay 7.8 HCM Level of Service A HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 67.8 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.2% ICU Level of'Service B Analysis Period (min) 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. /q 1 /29/2008 HCM Signalized Intersection Capacity Analysis 6: Caribou Drive & Timberline Road Short Background AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I 4 r 4 r Tt* 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 3520 1770 3528 Fit Permitted 0.75 1.00 1.00 0.75 1.00 1.00 0.22 1.00 0.14 1.00 Satd. Flow (perm) 1400 1863 1583 1398 1863 1583 419 3520 261 3528 Volume (vph) 36 9 58 106 8 80 112 1322 49 42 928 20 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 0.85 0.85 0.85 Adj. Flow (vph) 42 11 68 125 9 94 119 1406 52 49 1092 24 RTOR Reduction (vph) 0 0 56 0 0 35 0 3 0 0 2 0 Lane Group Flow (vph) 42 11 12 125 9 59 119 1455 0 49 1114 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 11.1 11.1 11.1 11.1 11.1 11.1 47.3 47.3 47.3 47.3 Effective Green, g (s) 12.1 12.1 12.1 12.1 12.1 12.1 48.3 48.3 48.3 48.3 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.18 0.18 0.71 0.71 0.71 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 _ Lane Grp Cap (vph) 248 330 280 247 330 280 296 2486 184 2491 v/s Ratio Prot 0.01 0.00 c0.41 0.32 v/s Ratio Perm 0.03 0.01 c0.09 0.04 0.28 0.19 v/c Ratio 0.17 0.03 0.04 0.51 0.03 0.21 0.40 0.59 0.27 0.45 Uniform Delay, d1 23.9 23.3 23.3 25.4 23.3 24.1 4.1 5.0 3.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.1 1.6 0.0 0.4 4.0 1.0 3.5 0.6 Delay (s) 24.2 23.3 23.4 27.1 23.3 24.4 8.2 6.1 7.2 4.9 Level of Service C C C C C C A A A A Approach Delay (s) 23.7 25.8 6.2 5.0 Approach LOS C C A A Intersection Summary HCM Average Control Delay 7.9 HCM Level of Service A HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 68.4 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 1 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. / S' 1/29/2008 APPENDiX D Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Mixed use Low density mixed use All other Intersection type Commercial corridors districts residential areas Signalized intersections D E' D D (overall) Any Leg E E D E Any Movement E E D E Stop sign control N/A F" P. E (arterial/collector or local — any approach leq) gn control N/A C C C or/local—any ch leg) L ating measures required idered normal in an urban environment 16 UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS 15 HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Recent PM + I /� I t Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►fir +$,� 1 T+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 8 1068 4 4 1361 Peak Hour Factor 0.85 0.85 0.88 0.88 0.92 0.92 Hourly flow rate (vph) 2 9 1214 5 4 1479 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.89 0.89 0.89 vC, conflicting volume 1964 609 1218 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1960 436 1121 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 95 98 99 cM capacity (veh/h) 49 505 550 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 12 809 409 4 740 740 Volume Left 2 0 0 4 0 0 Volume Right 9 0 5 0 0 0 cSH 176 1700 1700 550 1700 1700 Volume to Capacity 0.07 0.48 0.24 0.01 0.44 0.44 Queue Length 95th (ft) 5 0 0 1 0 0 Control Delay (s) 26.9 0.0 0.0 11.6 0.0 0.0 Lane LOS D B Approach Delay (s) 26.9 0.0 0.0 Approach LOS D Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. 1 /29/2008 HCM Unsignalized Intersection Capacity Analysis 1: Site Access & Timberline Road Recent AM 4 t �► 1. Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y tll� Vi tt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 3 1168 6 6 987 Peak Hour Factor 0.85 0.85 0.87 0.87 0.85 0.85 Hourly flow rate (vph) 0 4 1343 7 7 1161 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 858 pX, platoon unblocked 0.83 0.83 0.83 vC, conflicting volume 1941 675 1349 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1928 395 1212 tC, single (s) 6.8 6.9. 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 99 cM capacity (veh/h) 47 499 472 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 4 895 454 7 581 581 Volume Left 0 0 0 7 0 0 Volume Right 4 0 7 0 0 0 cSH 499 1700 1700 472 1700 1700 Volume to Capacity 0.01 0.53 0.27 0.01 0.34 0.34 Queue Length 95th (ft) 1 0 0 1 0 0 Control Delay (s) 12.3 0.0 0.0 12.7 0.0 0.0 Lane LOS B B Approach Delay (s) 12.3 0.0 0.1 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. 1 /29/2008 13 HCM Signalized Intersection Capacity Analysis 6: Caribou Drive & Timberline Road Recent PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi + r I + r +T TT4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 3492 1770 3536 Flt Permitted 0.76 1.00 1.00 0.75 1.00 1.00 0.17 1.00 0.21 1.00 Satd. Flow (perm) 1408 1863 1583 1398 1863 1583 310 3492 387 3536 Volume (vph) 19 9 102 67 3 40 30 953 92 92 1169 7 Peak -hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.87 0.87 0.87 0.86 0.86 0.86 Adj. Flow (vph) 22 11 120 71 3 42 34 1095 106 107 1359 8 RTOR Reduction (vph) 0 0 41 0 0 36 0 8 0 0 1 0 Lane Group Flow (vph) 22 11 79 71 3 6 34 1193 0 107 1366 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 8.9 8.9 8.9 8.9 8.9 8.9 48.5 48.5 48.5 48.5 Effective Green, g (s) 9.9 9.9 9.9 9.9 9.9 9.9 49.5 49.5 49.5 49.5 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.15 0.15 0.73 0.73 0.73 0.73 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 207 274 233 205 274 233 228 2565 284 2597 v/s Ratio Prot 0.01 0.00 0.34 c0.39 v/s Ratio Perm 0.02 0.05 c0.05 0.00 0.11 0.28 v/c Ratio 0.11 0.04 0.34 0.35 0.01 0.03 0.15 0.47 0.38 0.53 Uniform Delay, d1 24.9 24.7 25.8 25.8 24.6 24.6 2.7 3.6 3.3 3.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.9 1.0 0.0 0.0 1.4 0.6 3.8 0.8 Delay (s) 25.1 24.7 26.7 26.9 24.6 24.7 4.0 4.2 7.1 4.6 Level of Service C C C C C C A A A A Approach Delay (s) 26.3 26.0 4.2 4.8 Approach LOS C C A A Intersection Summa HCM Average Control Delay 6.5 HCM Level of Service A HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 67.4 Sum of lost time (s) 8.0 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. 1 /29/2008 HCM Signalized Intersection Capacity Analysis 6: Caribou Drive & Timberline Road Recent AM -A Z "r � t .h t �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I ? F I 4 r 0 4l� Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Fit Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1863 1583 1770 3518 1770 3532 Fit Permitted 1.00 1.00 0.75 1.00 1.00 0.26 1.00 0.17 1.00 Satd. Flow (perm) 1863 1583 1404 1863 1583 489 3518 316 3532 _ Volume (vph) 0 5 19 106 7 80 103 1200 49 42 836 11 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 0.85 0.85 0.85 Adj. Flow (vph) 0 6 22 125 8 94 110 1277 52 49 984 13 RTOR Reduction (vph) 0 0 18 0 0 48 0 3 0 0 1 0 Lane Group Flow (vph) 0 6 4 125 8 46 110 1326 0 49 996 0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G (s) 11.1 11.1 11.1 11.1 11.1 48.2 48.2 48.2 48.2 Effective Green, g (s) 12.1 12.1 12.1 12.1 12.1 49.2 49.2 49.2 49.2 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.17 0.71 0.71 0.71 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 325 276 245 325 276 347 2498 224 2508 v/s Ratio Prot 0.00 0.00 c0.38 0.28 v/s Ratio Perm 0.00 c0.09 0.03 0.22 0.16 v/c Ratio 0.02 0.01 0.51 0.02 0.17 0.32 0.53 0.22 0.40 Uniform Delay, d1 23.7 23.7 25.9 23.7 24.3 3.8 4.7 3.5 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 1.8 0.0 0.3 2.4 0.8 2.2 0.5 Delay (s) 23.7 23.7 27.7 23.7 24.6 6.2 5.5 5.7 4.5 Level of Service C C C C C A A A A Approach Delay (s) 23.7 26.3 5.5 4.6 Approach LOS C C A A Intersection Summa HCM Average Control Delay 7.1 HCM Level of Service A HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 69.3 Sum of lost time (s) 8.0 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Joseph Matthew J. Delich , P. E. 1 /29/2008 APPENDIX C /0 North/South Street: Timberline East/West Street: Caribou Time: PM ICU Number: 139 *tvt earnpaaS� . N/I�atne Aw This is your address Your City, State ZipCode Your Rigline Here File Name Site Code Start Date Page No Timberline & Caribou 11-8-06 00000139 11 /8/2006 2 Timberline Caribou Timberline Caribou From North From East From South From West Start Right Th.Left Peds p to Right Th. Left Peds ww. raw Right Thru Left Peds nw. row Right Th.Left Peds Time Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak I of I Peak Hour to Each Approach Begins at: MJO PM W +0 mils. a`s`m 1 237 24 0 262 OfJO PM 11 1 17 0 29 18 214 3 I 236 21 2 2 4 0 2 27 32 +15 mins. 2 273 23 0 298 13 0 12 0 25 11 225 9 2 247 25 0 5 0 51 +30 mins. 2 348 18 0 368 7 1 21 1 30 25 274 11 0 310 39 4 8 2 1 23 +45 mins. 2 311 27 0 340 9 l 17 3 30 38 240 7 0 285 17 3 3 133 7 1169 92 0 1268 40 3 67 4 114 92 953 30 3 1078 102 9 19 Totawohaoe 0.6 92.2 7.3 0 35.1 2.6 58.8 3.5 8.5 88.4 2.8 0.3 76.7 6.8 14.3 2.3 % App. Total PHF .875 .840 .852 .000 .861 .769 .750 .798 .333 .950 .605 .870 .682 .375 .869 .654 .563 .594 .375 .652 17 North/South Street: Timberline East/West Street: Caribou Time: PM ICU Number: 139 *tv, eo mparuj. Name .due This is your address Your City, State ZipCode Your Tagrine Here File Name Site Code Start Date Page No Timberline & Caribou 11-8-06 00000139 11 /8/2006 1 Timberline From North Caribou From East Timberline From South Caribou From West Stan Time Ri t Tlu Left Peels Tm Right Thru I Left I Peels .rm Ri t Th- Left IPeels - Right Thru Left Peds Taa le�rml 04:30 PM 04:45 PM 1 237 24 0 2 273 . 23 0 262 298 Il 13 l .17 0 0 12 0 29 25 18 it 214 3 l 225 9 2 236 247 21 25 2 4 0 0 5 2 27 32 554 602 Total - 3 510 47 560 24 1 29 0 54 29 439 12 3 483 46 2 9 2 59 1156 05:00 PM 2 348 18 0 368 7 1 21 1 30 25 274 11 0 310 39 4 8 0 51 759 05:15 PM 2 311 27 0 340 9 l 17 3 30 38 240 7 0 285 l7 3 2 1 23 678 Grand Total 7 1169 92 0 1268 40 3 67 4 114 92 953 30 3 1078 102 9 19 3 133 2593 Apprch % 0.6 92.2 7.3 0 35.1 2.6 58.8 3.5 8.5 88.4 2.8 0.3 76.7 6.8 14.3 2.3 Total % 0.3 45.1 3.5 0 48.9 1.5 0.1 2.6 0.2 4.4 3.5 36.8 1.2 0.1 41.6 3.9 0.3 0.7 0.1 5.1 Timberline Out In Total 1012 1266 2280 71 11691 92 0 Right Thru Left Peds I �► 4 Z� �� a 2 North w z - 2006 04:30 PM ci'0002 P1M FU!hifted mJ m m om o n T r Left Thru Rl ht Peds 30 953 92 3 1338 1078 2416 Out In Total TimiSprimp North/South Street: Timberline East/West Street: Caribou Time:1M A M ICU Number: 139 Timberline 07:30 AM 3 200 9 07:45 AM 2 272 12 Total 5 472 21 08:00 AM 3 173 6 08:15 AM 3 191 15 Grand Total 11 836 42 Apprch % 1.2 94 4.7 Total % 0.4 34 1.7 1 *t" t',ampaeup Al nr.e Aw This is your address Your City, State ZipCode Your Tagli/1e Here File Name Site Code Start Date Page No Caribou Timberline Timberline & Caribou 11-8-06 00000139 11 /8/2006 1 Caribou i .Tyy 0 212 aj I IS IDIU I LV'll r ] 27 0 ,ou 46 • 10 330 20 0 360 3 0 0 0 3 6 621 707 0 286 24 3 32 0 59 Il 310 35 0 356 716 5 8 I 1 0 0 0 0 9 1 1328 0 498 1 42 4 59 0 I 1 21 640 55 0 1 0 182 20 3 19 0 42 15 285 32 0 332 6 3 0 0 0 1 9 7 565 567 0 209 18 80 0 7 28 106 1 1 47 194 13 49 275 1200 16 103 0 0 304 1352 5 19 1 5 0 1 25 2460 0 889 0 41.2 3.6 54.6 0.5 3.6 88.8 7.6 0 0 55 76 0.8 20 0.2 0 0 4 0 1 0 36.1 3.3 0.3 4.3 0 7.9 2 48.8 4.2 I unDerline Out In Total 1280 889 1 2169 11 836 42 0 Ri ht Thru Left Peds 4� 1 mm_ o�J A& North Fo N A07 ' oc 08:M118200615211/800AM oo OM ft m ro o— � a i T r Left Thru Ri ht Peds 103 1200 49 0 961 1352 2313 out In Total 7 RA R = right turn S = straight I = lAft h IM MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 111712008 Observer: Carl Day: Wednesday Jurisdiction: Fort Collins F—Intersection: TimberlinelCountryside Vet Access Time Begins Northbound: Timberline Southbound: Timberline Total north/south Eastbound: Westbound: Access Total east/west Total All 71. FS7 R Total L S R Total L S R Total L S R Total 7:15 1221 1 1 2 168 382 0 0 0 0: 0 382 7:30 311 2 2 219 534 O� 0 0 0 534 7:45 336 1 3 262 602 J0 0 2 2 2 604 8:00 267 1 290 559 0 0 0 559 8:15 254 2 2 161 472 0. 0 1 1 1 473 8:30 287 _2_j 1 1226 1 1 127.1 515 1 0 - 2 1 3 3 518 7:30-8:30 ["OZ1111' 1174 1 993 1 2167 j,A I 0;:`-0'. 1 0 1­0 . 1- 0 11-11.'] 3 1 3 1 2170 PHF 0.87 1 0.85 n/a 0.38 4:15 239 1 240` i 284 525 ' -.4-' �C 0 2 z�' .' " 2. 2 527 4:30 258 0 1 256 515 0 2 1 3 3 518 4:45 238 1 �� 11 '' 1 337 577 0'� 0 I 578 5:00 272 1 3 329 332i 605 1 3 4 4 609' 5:15 302 1 0 370 31041 673 0 2 3 3 676 1 5:30 1 1256 1 1 0 1325 1' 325:��", 582 1 0 2 2 2 584 4:45-510 10 2447 2437 0 0 [�� . �� " 1, 45 j",1*6j1d64j,,,"1 1072 1 1365 2,I , 0-1 PHF 1 1 0.88 1 0.92 nia 1 1 0.63 APPENDIX B 5 raj L (�2A 0& C(�; PC r G r s U , L 0 T G6,,UC-tzA-Tr4oKJ ("6lDiCAL-"llbsxlrAL. 72 d� Usc= OUT o.Sz Z I S our z.?2 10 ��stzi(SOT[ OAJ TmaF,P—Ltrt1l'— If 'LoUOM 1A i I 1 is /STORM SERE P I I I O 11 Tl _J 11 -I I 11 _ __ LL-— 1..1_____t__ I _ _ _�O� II --- ___ — __ I I II 1 I If 3I I 1 1 11 < II MI I I 11 < I bl I� ¢II ofI I I II 1 II o e I I 11 �I Ib. 1 m nll oll PRO I 11. xw SII 1 I fl W w I I II Rif W Wit `1 1 1 11 II It I I 11 11 I I II �.— 11 I 11 I 1 11 �1- 1 1 ii I I II 1 1 Ib I I II II 1 I 1 I� I I I I II - II � - _1 II I I Z II I I 1 If EXISTNG 15' STORM SEWER - /EXISTWG 46' STORM SEWER - �TExI`TwG BOX TRACT A EXISTING 74' STORM SEWER PROPOSED IS" STORM S�WEP SEESHEET 5 OF T FOR _..........." ......................................... > PROFILE VIEW 15" DRAINAGE a UTRJTY ESMT I S' DRAP J , -OSED 15' STORM SEWER J LOT 6 15' DRANAGE a UTILITY ESMT I 3' 1 LOT 2 LOT V�TrZ1�Y �6' uTLrrr Esnr 16DRIVEWAY ..........I... E I i...................5 ...4............... MH I FBtE NYC. ASSEMBLY; - - - S' SAN SEVER TRACT E I i I ! I I II WfI' �S Mgr •erg Lid v��lj .fie► J ._...W� Ef It m . .//.... .............. '30' .._...........: . Ch UTLITY EASEMFM 90'ELL W/ REP WATER MAW TO iAR STORM SEWER p0'ELL NC. COLLARS ON ANY Nth! SEWER JOINTS HIM 16' OF WATERMAIN LOT 3 CONNE S- WA' 6u LOT.4 TAP NEW pIRBo71eIJ RlTO E%ISTW lek ajTF.caI xf'�OTB's I-S. -S' UTIUTY'ESMT LOT 5 1 .I rI -r n I I 11 L J gay iSlon. By NORTHERN ENGINEERING SERVICES P' 4E0 SOUTH HOWES SUITE 106. IFT. COLLINS. COLORADO 805E1 S� (808) EE1-4158 D1 J Ghacfer4 — AffaMinents _ Attachment A Transportation Impact Study i Base Assumptions J Project Information Project Name A5pev Project Location &A s r or- ur ,*L CNge, 57 eve- 40U ToAseeLtAig, So u ro A F VaT Gar 7 . C4rate. TIS Assetnptiotra Type of Study Full_ !Jo Interrjpdiate-Aj&M0 Study Area Boundaries North- S r r`c 4CL6,5 S South: dAei tie Fast: TM 13Fl2Lrove- NVestT.ugelei Study Years Short Range: 2 ©I 3 Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 7r44e�-,e urn C'.tf 6- 3. 7_ A_ S. Time Period for Study : 7:00-9:0 I&L• 4:00-6. Sat Noon: Ud Trip Generation Rates 6�tQ I r 6r Trip Adjustment Factors Passby: / 'V/ 14 Captive I Market AIA Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions VIA Committed Roadway Improvements Other Traffic Studies CARt Beu PARtr s Ttir4t564!L1at7 �LAaA Areas Requiring Special Study Datc: .J A N U A2 y ¢, ZOOS 8 Trafi"ic Eaeinaer. Local Eirtity Erigi l.arimer eeonty Urtren Area Street Standards - Repealed and Reananed October 1. 2M Paga 4-35 Adopted by liner County. City of lovelane. City or Fort Colfam 7,4 tens fi99 un Dossy young "gt:gg @G ill ue` In APPENDIX A cv 0 SHORT RANGE (2013) GEOMETRY [A Site Access Caribou Drive - Denotes Lane Figure 8 qt 0 0 CD 0) N N N O N (N N l0) 14t 1 m 0 U- 4/14 1 /6 mm cm to °' rn V) N (M 80/40 -- 8/7 106/67 36/38 9/11 w 58/123 N SHORT RANGE (2013) TOTAL PEAK HOUR TRAFFIC frN LO 0) 0 CD LO `r N (M N Site Access Caribou Drive --a— AM/PM Figure 7 TABLE 3 Short Range (2013) Background Peak Hour Operation Movement .,-,. Level of S6rvice. AM Timberline/Caribou (signal) EB LT C C EBT C C EB RT C C EB APPROACH C C WB LT C C WB T C C WB RT C C WB APPROACH C C NB LT A B NB T/RT A A NB APPROACH A A SB LT A B SB T/RT A A SB APPROACH A A OVERALL A A Timberline/Site Access (stop sign) WB LT/RT B E SB LT B B TABLE 4 Short Range (2013) Total Peak Hour Operation hter6ectidn'01 - nW move ---- --- Timberline/Caribou (signal) EB LT C C EBT C C EB RT C C EB APPROACH C C WB LT C C WBT C C WB RT C C WB APPROACH C C NB LT A B NB T/RT A A NB APPROACH A A SB LT A B SB T/RT A A SB APPROACH A A OVERALL A A Timberline/Site Access (stop sign) WB LT/RT E F SB LT B B 0 A& cc 0 N E It 1i- Cf) LO C° 3/8 0/2 Site Access cm v rn N C7 N N 0) N N CO o N N rn v 80/40 106/67 Caribou Drive f 36/38 9/11 — 58/123 coa� IN N o rn v N N M �— AM/PM SHORT RANGE (2013) BACKGROUND PEAK HOUR TRAFFIC Figure 6 m 0 N SITE GENERATED PEAK HOUR TRAFFIC A& N Site Access Caribou Drive --a-- AM/PM Figure 5 m 0 N Site Access Caribou Drive f AM/PM n M TRIP DISTRIBUTION Figure 4 11 1 I 11 I I II I II. 11 1 I 11 sl I� n e lie NI 1 11 I .I 11 1 I n 1 I 11 i I 11 i i II I 1 11 I 1 11 �- 1 I I II 1 1 11 i 1 II 1 I 11 I I i I I 11 I � Ir I I L 1 II I I it I I I 1 (I I I 11' I II I I I II f I II ,1 sTINw E1,EG NoxI-- I 1 ,! ]NIT ELEC. IIE I I I N wME OMEET' STORN,rER �_...__..._ ...._.. - _............ I RRORE VIEW 1 N' OR.VIAGE L UTUTY EMT 6 DRANIAOE l UTIRT EMT >•I I MO/OSED 6" STpNI 5[la 5 311 WII 1 LOT 6 `1 III6 DRA11AfRi L UTILITY EMT 1 it II LOT 2 LOT I II ,1(15'71TJ4 II —lT— — — Vt -TI"'j /•RY € /s' UTILITY EMT� II II II I 1 Is' ORRE'fAr 11 ........... i __ _ s s ME RD. AssEre r ' s"M TRACT B II it o II 1 ....... ._,; __.__.._-- _.........._..... ..... __.................. -- - ..._.._. Z 11 J 11 :' ` �1p' UILITY EASHBIi 90"ELLR/ T1gt{ST 9LOCR... m i i I E �'fL+9 t P'Rrti4 Lora VATER NMI TO II 1 CLEAR STORY SEVER WELL IF THINT BLOCx� CORC. COLLARS ON AMY . II - STONNI SEWER JOINTS VRMIN V. OF VATERNMI LOT 3CONNECT To EIosT➢NO R' WATER STUB 11 • I _ I 1 - N' UTILITY Ew II I 11 1 _—rT- T 1 n " I LOT.4 n xa s I1 . 1 � -i"^�""^""" : ; �•. I� NNpl4ln.v r&r rATEn sEa s ' ter*" �ylfkNilOti WTI Ex15TN0 VATER N ��1 �Ie.�so 4jIT[.s1ED II � 1 �I/IpIsF I YN,►�s•I.Ic,, X �$. ' IRGMp/WG I 1 f: �JM•19101./ , 11 f �SkIl11 NS{!J 1 I .. ZL�IV�S.g. I �4 i si blvdloa I , Si.scL.esync( -------- ' _ �/ I ✓ LOT 5 +-- - I 7 I I 6 UfLITY E ... __....................... _...Sn ZM I .. Z. _.... .........:....:.... . s-------...._..__.._...._ :r 11 II I 4 � �'OpO.'iO mNAI(C{IiAI L;J NOT TO SCALE SITE PLAN Figure 3 TABLE 1 Current Peak Hour Operation LOW of Service Timberline/Caribou (signal) EB LT A C EBT C C EB RT C C EB APPROACH C C WB LT C C W13 T C C WB RT C C WB APPROACH C C NB LT A A NB T/RT A A NB APPROACH A A SB LT A A SB T/RT A A SB APPROACH A A OVERALL A A Timberline/Site Access (stop sign) WB LT/RT--- B D SB LT B B TABLE 2 Trip Generation ""Kai 'I. F, Rate,` 720 Medcal-Dental Office 3.5 KSF 36.13 126 11.96 1 7 10.52 2 11.00 �42,72�10 m 0 z N E Site Access ON rn co � N CD 80/40 0 N I� CO v — 7/3 106/67 / Caribou Drive 0/19 5/9 i 19/102 o co N M rn m 0 00 v N -t— AM/PM RECENT PEAK HOUR TRAFFIC Figure 2 Horsetooth Road v m w m c a� E H Aspen Dental C re Caribou Drive SCALE: 1 "=500' SITE LOCATION Figure 1 pedestrian destination areas within 1320 feet of the Aspen Dental Care: 1) the office/commercial northwest of the site, 2) the residential area east of the site, 3) the residential area south of the site, 4) the commercial area to the west of the site, and 5) the apartments to the north of the site. The pedestrian level of service will be acceptable for destinations within 1320 feet of the Aspen Dental Care. Appendix F contains a Pedestrian LOS Worksheet. Based upon Fort Collins bicycle LOS criteria, there are no bicycle destination areas within 1320 feet of the Aspen Dental Care. A bicycle LOS worksheet is provided in Appendix F. This site will achieve bicycle level of service C connectivity which is the base city- wide minimum. Currently, this area is served by Route 17. It is expected that the future transit level of service will be in the B category with implementation of the City's Transit Development Plan. It is concluded that, with full development of the Aspen Dental Care, the future level of service at the Timberline/Caribou and Timberline/Site Access intersections will be acceptable. The short range (2013) geometry is shown in Figure 8, which is the current geometry. The level of service for pedestrian, bicycle, and transit modes will be acceptable. Acceptable level of service for all pedestrian destinations will be achieved. overall operation at signalized intersections during the peak hours is defined as level of service D or better. At arterial/local unsignalized intersections, acceptable operation is considered to be at level of service F for any approach leg. Figure 3 shows the site plan for the Aspen Dental Care. The Aspen Dental Care will consist of 3,500 square feet of medical -dental use. Access to the site will be via an existing site access to the Countryside Veterinarian Clinic and access to other office buildings to the south. Trip Generation, 7th Edition, ITE was used as the reference document in calculating the trip generation. Table 2 shows the trip generation for the Aspen Dental Care using code 720 (medical - dental office). The trip distribution for this site is shown in Figure 4. The trip distribution was determined using the existing traffic counts, knowledge of the existing and planned street system, development trends, and engineering judgment. Figure 5 shows the site generated traffic assignment of the Aspen Dental Care. Figure 6 shows- the short range (2013) background peak hour traffic at the Timberline/Caribou and Timberline/Site Access intersections. Background traffic volume forecasts for the short range (2013) future were obtained by reviewing traffic studies for other developments in this area and reviewing historic counts in the area. The traffic on Timberline Road was increased by 1.5 percent per year. In addition to this, site generated traffic from the proposed Caribou Apartments and Timberline Plaza developments were included in the traffic forecast. Table 3 shows the short range (2013) background peak hour operation at the Timberline/Caribou and Timberline/Site Access intersections. Calculation forms are provided in Appendix D. The Timberline/Caribou and Timberline/Site Access intersections will operate acceptably with the existing control and geometry. Figure 7 shows the short range (2013) total peak hour traffic at the Timberline/Caribou and Timberline/Site Access intersections. Table 4 shows the short range (2013) total peak hour operation at the Timberline/Caribou and Timberline/Site Access intersections. Calculation forms are provided in Appendix E. The Timberline/Caribou and Timberline/Site Access intersections will operate acceptably during the peak hours. Figure 8 shows the short range (2013) geometry at the Timberline/Caribou and Timberline/Site Access intersections. This is the existing geometry. The Aspen Dental Care site is in an area within which the City requires pedestrian and bicycle level of service evaluations. Appendix F shows a map of the area that is within 1320 feet of the Aspen Dental Care. Since the site is within one mile of a school, the Aspen Dental Care site is located within an area termed as "school walk area." The Aspen Dental Care site is located within an area termed as "school walk area," which sets the level of service threshold at LOS B for all measured categories, except for the visual interest & amenities category where it is LOS C. There are five DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 �, r MEMORANDUM TO: Shiloh Lindsey, Aspen Dental Care Tom Kalert, Architecture Plus, P.C. City of Fort Collins FROM: Joe/Matt Delich DATE: February 1, 2008 SUBJECT: Aspen Dental Care (Speight PUD, Lot 7) Transportation Impact Study (File: 0809ME01) This memorandum addresses the transportation impacts of the proposed Aspen Dental Care development. The Aspen Dental Care development is located east of (adjacent to) Timberline Road and north of Caribou Drive, in Fort Collins. The site location is shown in Figure 1. The Aspen Dental Care site is currently vacant. The Aspen Dental Care will consist of 3,500.square feet of medical -dental office use. The short range future was determined to be year 2013. The scope of this study was discussed with the Fort Collins Traffic Operations Engineer. A brief memorandum was requested. The Base Assumptions form is provided in Appendix A. There are sidewalks along Timberline Road and Caribou Drive. There are bicycle lanes along Timberline Road. Timberline Road is classified as a six -lane arterial street. It currently has a four -lane cross section with auxiliary lanes at various intersections. The Timberline/Caribou intersection is signalized. Caribou is classified as a collector street east of Timberline. The existing Timberline/Site Access intersection is a full -movement intersection. There is a painted two-way left -turn lane in Timberline Road. Figure 2 shows recent peak hour counts at the Timberline/Caribou and Timberline/Site Access intersections. The count data at Timberline/Caribou intersection was obtained in November 2006, by the City of Fort Collins. The count data at the Timberline/Site Access intersection was obtained in January 2008. Raw traffic data is provided in Appendix B. Table 1 shows the current peak hour operation of the Timberline/Caribou and Timberline/Site Access intersections. Calculation forms are provided in Appendix C. The Timberline/Caribou and Timberline/Site Access intersections operate acceptably during the peak hours. A description of level of service for signalized 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 Aspen Dental Care site is in an area termed "low density mixed use residential corridor." In low density mixed use residential corridors, acceptable