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PATEROS CREEK - PDP - PDP130011 - REPORTS - TRAFFIC STUDY
Bicycle LOS Worksheet Level of Service — Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: C B A Description of Applicable Destination Area Within 1320' Destination Area Classification 1 2 3 4 N 1 m L co v g Elm Vine Cherry SCALE: 1"=1000' BICYCLE INFLUENCE AREA -// L-DELICH 912 Wood Street TIS, May 2012 - ,f =ASSOCIATES Pedestrian LOS Worksheet Project Location Classification: Description of Applicable Destination Area Within 1320' Destination Area Classification C C C C C Poudre River Trail Recreation Minimum 1 Actual C D A D C Proposed A A A A B Fort Collins Service Center Industrial Minimum C C C C C 2 Actual D D B D C Proposed B C B C B Neighborhood to the Residential Minimum C C C C C 3 Actual D D B D C Proposed C C B C C Minimum 4 Actual Proposed Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum B Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed � \ N 1 N m t cn � O 3 0 �\ 0 Elm Vine Cherry SCALE: 1"=1000' PEDESTRIAN INFLUENCE AREA --// L--DELIC H 912 wood Sheet TiS, May 2012 -.# FASSOCIATES APPENDIX E HCM Unsignalized Intersection Capacity Analysis 9: Site Access & Wood Street Short Total PM 4e 4 T P\P. j Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y T* 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 17 0 0 30 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 20 0 0 35 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 18 18 35 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 18 18 35 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (veh/h) 1000 1061 1576 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 20 35 0 Volume Left 20 0 0 Volume Right 0 35 0 cSH 1000 1700 1700 Volume to Capacity 0.02 0.02 0.00 Queue Length 95th (ft) 2 0 0 Control Delay (s) 8.7 0.0 0.0 Lane LOS A Approach Delay (s) 8.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 9: Site Access & Wood Street Short Total AM r 4-- t �► 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►fir 1� 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 28 0 0 10 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 33 0 0 12 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 6 6 12 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 6 6 12 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 97 100 100 cM capacity (veh/h) 1016 1077 1607 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 33 12 0 Volume Left 33 0 0 Volume Right 0 12 0 cSH 1016 1700 1700 Volume to Capacity 0.03 0.01 0.00 Queue Length 95th (ft) 3 0 0 Control Delay (s) 8.7 0.0 0.0 Lane LOS A Approach Delay (s) 8.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 6.4 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street - Short Total PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL. SBT SBR Lane Configurations 4► 4* T* 1' Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 4 0 98 39 23 1 170 36 3 0 20 6 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 0 115 46 27 1 200 42 4 0 24 7 Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 484 473 27 583 475 44 31 46 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 484 473 27 583 475 44 31 46 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 89 87 94 100 87 100 cM capacity (veh/h) 424 428 1048 341 427 1026 1582 1562 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 120 74 200 46 0 31 Volume Left 5 46 200 0 0 0 Volume Right 115 1 0 4 0 7 cSH 991 372 1582 1700 1700 1700 Volume to Capacity 0.12 0.20 0.13 0.03 0.00 0.02 Queue Length 95th (ft) 10 18 11 0 0 0 Control Delay (s) 9.1 17.1 7.6 0.0 0.0 0.0 Lane LOS A C A Approach Delay (s) 9.1 17.1 6.2 0.0 Approach LOS A C Intersection Summary Average Delay 8.2 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street Short Total AM -04 -* -V ' k *\ T �► 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4 T+ Vi T* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 4 27 174 29 5 6 66 23 29 6 68 7 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 32 205 34 6 7 78 27 34 7 80 8 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 291 315 84 514 302 44 88 61 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 291 315 84 514 302 44 88 61 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 94 79 90 99 99 95 100 cM capacity (veh/h) 624 567 975 341 577 1026 1507 1542 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 241 47 78 61 7 88 Volume Left 5 34 78 0 7 0 Volume Right 205 7 0 34 0 8 cSH 882 402 1507 1700 1542 1700 Volume to Capacity 0.27 0.12 0.05 0.04 0.00 0.05 Queue Length 95th (ft) 28 10 4 0 0 0 Control Delay (s) 10.6 15.1 7.5 0.0 7.3 0.0 Lane LOS B C A A Approach Delay (s) 10.6 15.1 4.2 0.5 Approach LOS B C Intersection Summary Average Delay 7.5 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Short Total PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4P + 4* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 6 43 15 73 96 189 34 35 35 90 71 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 7 51 18 86 113 222 40 41 41 106 84 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 721 462 88 485 446 62 93 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 721 462 88 485 446 62 93 82 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 89 98 79 75 78 97 93 cM capacity (veh/h) 201 449 970 410 459 1003 1501 1515 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 75 421 122 199 Volume Left 7 86 40 106 Volume Right 18 222 41 9 cSH 454 622 1501 1515 Volume to Capacity 0.17 0.68 0.03 0.07 Queue Length 95th (ft) 15 130 2 6 Control Delay (s) 14.5 22.0 2.6 4.3 Lane LOS B C A A Approach Delay (s) 14.5 22.0 2.6 4.3 Approach LOS B C Intersection Summary Average Delay 14.1 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Short Total AM ��~ t4� 1 ti 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* + 4# 4# Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 57 20 23 58 89 21 37 59 137 147 7 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 6 67 24 27 68 105 25 44 69 161 173 8 Pedestrians Lane Width (ft) Walking Speed (f 1s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 766 662 177 684 631 78 181 113 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 766 662 177 684 631 78 181 113 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 80 97 90 80 89 98 89 cM capacity (veh/h) 220 334 866 271 348 982 1394 1476 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 96 200 138 342 Volume Left 6 27 25 161 Volume Right 24 105 69 8 cSH 379 497 1394 1476 Volume to Capacity 0.25 0.40 0.02 0.11 Queue Length 95th (ft) 25 48 1 9 Control Delay (s) 17.7 17.0 1.5 4.1 Lane LOS C C A A Approach Delay (s) 17.7 17.0 1.5 4.1 Approach LOS C C Intersection Summary Average Delay 8.7 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 APPENDIX D HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street Short Bkgrd PM 4N t 1* �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� 4+ 1 1� Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 0 98 39 23 1 170 9 3 0 5 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 1 0 115 46 27 1 200 11 4 0 6 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 434 422 8 534 423 12 11 14 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 434 422 8 534 423 12 11 14 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 89 88 94 100 88 100 cM capacity (veh/h) 460 458 1074 369 458 1068 1609 1604 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 116 74 200 14 0 11 Volume Left 1 46 200 0 0 0 Volume Right 115 1 0 4 0 5 cSH 1059 402 1609 1700 1700 1700 Volume to Capacity 0.11 0.18 0.12 0.01 0.00 0.01 Queue Length 95th (ft) 9 17 11 0 0 0 Control Delay (s) 8.8 16.0 7.6 0.0 0.0 0.0 Lane LOS A C A Approach Delay (s) 8.8 16.0 7.1 0.0 Approach LOS A C Intersection Summary Average Delay 9.0 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street Short Bkgrd AM '- .4\ t /Op. ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + rj T# TO Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 27 174 29 5 6 66 14 29 6 43 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 32 205 34 6 7 78 16 34 7 51 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 249 273 53 474 258 34 55 51 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 249 273 53 474 258 34 55 51 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 95 80 91 99 99 95 100 cM capacity (veh/h) 666 599 1015 368 611 1040 1550 1556 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 240 47 78 51 7 55 Volume Left 4 34 78 0 7 0 Volume Right 205 7 0 34 0 5 cSH 923 431 1550 1700 1556 1700 Volume to Capacity 0.26 0.11 0.05 0.03 0.00 0.03 Queue Length 95th (ft) 26 9 4 0 0 0 Control Delay (s) 10.3 14.4 7.4 0.0 7.3 0.0 Lane LOS B B A A Approach Delay (s) 10.3 14.4 4.5 0.8 Approach LOS B B Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Short Bkgrd PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 4* + + 4# Stop Stop Free Free 0% 0% 0% 0% 3 43 15 73 96 168 34 32 35 78 69 7 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 4 51 18 86 113 198 40 38 41 92 81 8 None None 661 428 85 450 411 58 89 79 661 428 85 450 411 58 89 79 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 98 89 98 80 77 80 97 94 232 475 974 438 485 1008 1506 1519 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 72 396 119 181 Volume Left 4 86 40 92 Volume Right 18 198 41 8 cSH 513 635 1506 1519 Volume to Capacity 0.14 0.62 0.03 0.06 Queue Length 95th (ft) 12 109 2 5 Control Delay (s) 13.2 19.6 2.6 4.0 Lane LOS B C A A Approach Delay (s) 13.2 19.6 2.6 4.0 Approach LOS B C Intersection Summary Average Delay 12.7 Intersection Capacity Utilization 45.9% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Short Bkgrd AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4s + rp + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 4 57 20 23 58 82 21 36 59 116 144 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 67 24 27 68 96 25 42 69 136 169 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 702 606 172 628 574 77 174 112 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 702 606 172 628 574 77 174 112 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 82 97 91 82 90 98 91 cM capacity (veh/h) 253 367 872 304 383 984 1402 1478 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 95 192 136 311 Volume Left 5 27 25 136 Volume Right 24 96 69 5 cSH 417 525 1402 1478 Volume to Capacity 0.23 0.37 0.02 0.09 Queue Length 95th (ft) 22 42 1 8 Control Delay (s) 16.2 15.8 1.5 3.8 Lane LOS C C A A Approach Delay (s) 16.2 15.8 1.5 3.8 Approach LOS C C Intersection Summary Average Delay 8.1 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 APPENDIX C 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 (arterial/collector or local — any approach le Stop sign control N/A C C C (collector/local—any approach leg) * mitigating measures required ** considered normal in an urban environment UNSIGNALIZED INTERSECTIONS Level -of -Service Average Total Delay sec/veh A <10 B >10and <15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street Recent PM -)V lr ~ 4-_ 4% T ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 41� T* Vi 1{ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 0 93 37 22 1 162 9 3 0 5 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 1 0 109 44 26 1 191 11 4 0 6 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 414 404 8 509 404 12 11 14 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 414 404 8 509 404 12 11 14 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5, 4.0 3.3 2.2 2.2 p0 queue free % 100 100 90 89 95 100 88 100 cM capacity(veh/h) 478 472 1074 388 472 1068 1609 1604 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 111 71 191 14 0 11 Volume Left 1 44 191 0 0 0 Volume Right 109 1 0 4 0 5 cSH 1060 420 1609 1700 1700 1700 Volume to Capacity 0.10 0.17 0.12 0.01 0.00 0.01 Queue Length 95th (ft) 9 15 10 0 0 0 Control Delay (s) 8.8 15.3 7.5 0.0 0.0 0.0 Lane LOS A C A Approach Delay (s) 8.8 15.3 7.0 0.0 Approach LOS A C Intersection Summary Average Delay 8.8 Intersection Capacity Utilization 32.2% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 6: Vine Street & Wood Street Recent AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + T+ to Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 26 166 28 5 6 63 13 28 6 41 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 31 195 33 6 7 74 15 33 7 48 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 238 261 51 453 247 32 53 48 vC1, stage 1 cwnf vol vC2, stage 2 conf vol vCu, unblocked vol 238 261 51 453 247 32 53 48 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 95 81 91 99 99 95 100 cM capacity (veh/h) 678 610 1018 386 621 1042 1553 1559 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 229 46 74 48 7 53 Volume Left 4 33 74 0 7 0 Volume Right 195 7 0 33 0 5 cSH 928 452 1553 1700 1559 1700 Volume to Capacity 0.25 0.10 0.05 0.03 0.00 0.03 Queue Length 95th (ft) 24 8 4 0 0 0 Control Delay (s) 10.2 13.9 7.4 0.0 7.3 0.0 Lane LOS B B A A Approach Delay (s) 10.2 13.9 4.5 0.9 Approach LOS B B Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Recent PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ + + 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 41 14 69 91 160 32 30 33 74 66 7 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 4 48 16 81 107 188 38 35 39 87 78 8 Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 628 405 82 426 390 55 86 74 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 628 405 82 426 390 55 86 74 tC, single (s) 7.1 . 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 90 98 82 79 81 98 94 cM capacity (veh/h) 253 492 978 460 501 1012 1510 1525 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 68 376 112 173 Volume Left 4 81 38 87 Volume Right 16 188 39 8 cSH 529 654 1510 1525 Volume to Capacity 0.13 0.58 0.02 0.06 Queue Length 95th (ft) 11 92 2 5 Control Delay (s) 12.8 17.7 2.6 4.0 Lane LOS B C A A Approach Delay (s) 12.8 17.7 2.6 4.0 Approach LOS B C Intersection Summary Average Delay 11.7 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 HCM Unsignalized Intersection Capacity Analysis 3: Cherry Street & Wood Street Recent AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4# 44 4* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 4 54 19 22 55 78 20 34 56 110 137 4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 5 64 22 26 65 92 24 40 66 129 161 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 666 575 164 596 545 73 166 106 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 666 575 164 596 545 73 166 106 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 83 97 92 84 91 98 91 cM capacity (veh/h) 274 385 881 326 400 989 1412 1485 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 91 182 129 295 Volume Left 5 26 24 129 Volume Right 22 92 66 5 cSH 436 546 1412. 1485 Volume to Capacity 0.21 0.33 0.02 0.09 Queue Length 95th (ft) 19 36 1 7 Control Delay (s) 15.4 14.9 1.5 3.8 Lane LOS C B A A Approach Delay (s) 15.4 14.9 1.5 3.8 Approach LOS C B Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich , P. E. 6/14/2012 APPENDIX B R = right turn S = straight I _ lok hvn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 4-26-12 Observer: Michael Day: Thursday Jurisdiction: Fort Collins 17 Intersection: WoodNine ` Time Begins Northbound: Wood Southbound: Wood Total northlsouth Eastbound: Vine Westbound: Total eastimst Total All L SFR7 Total Ped L I S I R I Total Ped L S R Total Ped L I S R Total Ped 7:30 23 1 5 1 2 30 1 14 3 18 48 0 5 41 46 9 1 2 12 58 106 7:45 15 0 6 21 2 17 0 19 40 0 7 53 60 7 2 1 10 70 110 8:00 6 3 9 28 0 6 0 6 34 2 7 40 49 4 0 1 5 54 88 8:15 9 5 11 25 3 4 1 8 33 1 7 32 40 8 2 2 12 52 85 7:30.8:30 63 1 13 1 28 104 0 1 6 1 41 1 4 1 51 1 0 1 155 1 3 1 26 166 1 195 0 1 28 1 5 1 6 39 0 1 234 389 PHF 0.87 0.67 0.81 0.81 =®■■®■ ■©■©■®■ ■®®■®■■®■�� gym■■sue■■■©©■®oa■0■o©■�■®m 4:30-5:30 162 F9T3 174 0 1 0 1 5 1 4 1 9 1 0 1 183 1 1 0 1 93 94 0 1 37 1 22 1 60 0 154 1 337 PHf 0.85 0.75 0.71 0.71 0 O_ N N Lo O 1 - 2012 count at Wood/Vine - 2010 counts on Cherry Street links �. - 2010 counts on Vine Street links N - 2010 count at Shields/Vine - synthesized traffic at Wood/Cherry t 12/27 v � o 6/1 --o— 70/146 co �— 5/22 111 /203 23/33 "0 + /—28/37 Vine 102/124 139/67 w rn 77/64 rn N O AM/PM v so 3/1 8/102 26/0 166/93 O � � C Crni� 79/130 + amCherry77/58 4/3 54/41 19/14 RECENT PEAK HOUR TRAFFIC ���--DELICH -71 [—ASSOCIATES r FC Service 1 Center N rn m M 00 N M CO 78/160 f 55/91 r 22/69 .1 r220/148 N O m Q Q M o A is N to Figure 2 912 Wood Street TIS, May 2012 Page 5 N 1 L v 0 0 Elm Vine Cherry SCALE: 1"=1000' BICYCLE INFLUENCE AREA JI L DEL I C H 912 Wood Street TIS, May 2012 -7/ FASSOCIATES N L co O 3 0 0 Elm Vine F'== Cherry Ll 74 I I 1 11 1 F7. I -.'. MEN" SCALE: 1 "=1000' PEDESTRIAN INFLUENCE AREA J/ I DELICH 912 wood Street TiS, May 2012 - i FASSOCIATES 30/18 Site Access M O tD N n Co N JI Vine 1/3 N —a*— AM/PM M � N � m � � M M N f i � 7/22 Cherry 1/3 M -v 0 0 4 N SITE GENERATED PEAK HOUR TRAFFIC Figure 2 _—/,/ L--DELICH 912 wood street TIS, May 2012 / r—ASSOCIATES Page 5 N N CD Site cn 10% \\ Vine 0 0 0 Elm 10% 70% - - Cherry ° 0 SCALE: 1"=500' TRIP DISTRIBUTION J/LDELICH -/ FASSOCIATES Figure 4 912 Wood Street TIS, May 2012 Page 3 Larimer County Urban Area Street Standards January 2, 2001 \ N- U) m CD 912 Wood} o \ e Elm Vine IT Cherry SCALE: 1"=1000' SITE LOCATION -//LDELICH -71 =ASSOCIATES Figure 1 912 Wood Street TIS, May 2012 Page 3 Attachment "A" Transportation Impact Study Base Assumptions Project Information Project Name 912 Wood Street Project Location North of Vine Drive TIS Assumptions Type of Study Full: Intermediate: Yes r/ Study Area Boundaries North: Site Access South: Cherry Street East: Wood Street West: Shields Street Study Years Short Range: 2017 Long Range: N/A Future Traffic Growth Rate 1 % per year Study Intersections 1. All access drives 5. 2. Vine/Wood ,/ 6. 3. Cherry/Wood 7. 4. $. Time Period for Study AM: 7:00-9:00 1 PM: 4:00-6:00 Sat Noon: N/A Trip Generation Rates Per ITE Trip Adjustment Factors Passby: N/A Captive Market: N/A Overall Trip Distribution North N/A South 10% East 70% '� West 10% Mode Split Assumptions N/A Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study OUP4<< _ de J<IG/0/HP✓� Date: Traffic Engineer: Local Entity Engineer: Anirl 23, 2012 Larimer County Urban Area Street Standards January 2, 2001 APPENDIX A u IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of the 912 Wood Street development on the short range (2017) street system in the vicinity of the proposed development. The 912 Wood Street site is a proposed residential development located east of Wood Street and north of the Fort Collins Service Center in Fort Collins, Colorado. As a result of this analysis, the following is concluded: • The development of the 912 Wood Street site is feasible from a traffic engineering standpoint. At full development, the 912 Wood Street site will generate approximately 458 daily trip ends, 38 morning peak hour trip ends, and 47 afternoon peak hour trip ends. • Current operation at the key intersections is acceptable. • In the short range (2017) future, given development of the 912 Wood Street site and an increase in background traffic, the key intersections operate acceptably during the peak hours. • Cherry Street was reclassified from an arterial street to a collector street a number of years ago. The 912 Wood Street development will add an insignificant number of vehicles to the east leg of Cherry Street. • No additional auxiliary lanes are required at any of the key intersections. • Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi -modal transportation guidelines. —J/ !—DELICH 912 Wood Street TIS, May 2013 171 r=ASSOCIATES Page 18 Geometry The short range (2017) geometry will remain as it exists today at the Wood/Cherry and Wood/Vine intersections. No additional auxiliary lanes are required at any of the key intersections. Pedestrian Level of Service Appendix E shows a map of the area that is within 1320 feet of the 912 Wood Street development. The 912 Wood Street site is located within an area termed as "other," which sets the level of service threshold at LOS C for all measured factors. There are three destination areas within 1320 feet of the proposed 912 Wood Street site: 1) the Poudre River Trail, 2) the Fort Collins Service Center, and 3) the residential neighborhood to the southwest. In most cases, sidewalks are completed within the pedestrian influence area, except adjacent to this site. Appendix E contains a Pedestrian LOS Worksheet. Bicycle Level of Service Appendix E contains a map of the bicycle influence area that is within 1320 feet of the 912 Wood Street site. Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of the 912 Wood Street site. This is 1) the Poudre River Trail. A bicycle LOS worksheet is provided in Appendix E. The bicycle level of service is acceptable. Transit Level of Service Currently, this area of Fort Collins is served by Transfort Route 9, which has service along Vine Drive, Wood Street, and Cherry Street. This route is within 0.25 miles of the site. L—DELICH 912 wood Street Tis, May 2013 =7/=ASSOCIATES Page 17 TABLE 4 Short Range (2017) Background Peak Hour Operation Intersection Movement Level of Service AM PM Wood/Cherry (stop sign) EB LT/T/RT C B WB LT/T/RT C C NB LT(T/RT A A SB LT/T/RT A A WoodNine (stop sign) EB LT/T/RT B A WB LT/T/RT B C NB LT A A SB LT A A TABLE 5 Short Range (2017) Total Peak Hour Operation Intersection Movement Level of Service AM PM Wood/Cherry (stop sign) EB LT/T/RT C B WB LT/T/RT C C NB LT/T/RT A A SB LT/T/RT A A WoodNine (stop sign) EB LT/T/RT B A WB LTIT/RT C C NB LT A A SB LT A A Wood/Site Access (stop sign) WB LT/RT A A SB LT/T A A -=/7 LDELICH 912 Wood Street TIS, May 2013 -71 rASSOCIATES Page 16 22 00 z z NOM 28/17 Site Access co Oo Z N 0 moo 6/1 I� co fO f 5/23 29/39 Vine ervic4/4 F Cen ter e 27/0 o co c" 174/98 N N CD 89/189 �— 58/96 /-- 23/73 Cherry 5/6 ---"0( t r 57/43 -i � LO ,n 20/15 N CO l0 O >O >- SHORT RANGE (2017) TOTAL PEAK HOUR TRAFFIC --// L—DELICH 1 [-ASSOCIATES �— AM/PM Figure 8 912 Wood Street TIS, May 2013 Page 15 28/17 Site Access 0 M O O N co N JI Vine 1/3 Taro-) f AM/PM N fI� co N /r + �1�7/21 Cherry 1/3 cn N SITE GENERATED PEAK HOUR TRAFFIC Figure 7 -// LDELICH 912 Wood Street TIS, May 2013 -7/ (-ASSOCIATES Page 14 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. The site generated trip assignment for the 912 Wood Street development is shown in Figure 7. The site generated traffic was combined with the background traffic to determine the total forecasted traffic for the study area. Figure 8 shows the short range (2017) total 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. The Wood/Cherry and WoodNine intersections will not meet peak hour volume signal warrants in the future. Operation Analysis Operation analyses were performed at the Wood/Cherry, WoodNine, and Wood/Site Access intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2017 condition. Using the traffic volumes shown in Figure 6, the key intersections operate in the short range (2017) background peak hour as indicated in Table 4. Calculation forms for these analyses are provided in Appendix C. The key intersections operate acceptably during the peak hours. Table 5 shows the short range (2017) peak hour operation at the key intersections with full development of the 912 Wood Street development. Calculation forms are provided in Appendix D. The analysis indicated that the key intersections will operate at acceptable levels of service during both the morning and afternoon peak hours. According to City of Fort Collins staff, there is concern by residents in the Cherry Street area, east of Wood Street, that the traffic volume on Cherry Street is too high for a street in a residential area or is considered over capacity for a collector street. Cherry Street was reclassified from an arterial street to a collector street a number of years ago. The existing (2011) average daily volume on Cherry Street, east of Wood Street, is 5354 vehicles per day (vpd). For a street to be considered a collector street, it needs to have traffic volumes at least in the 3500 to 5000 vpd range. The 912 Wood Street development is projected to add only 15 additional trips per day to this section of Cherry Street, as compared to the previous land use on this property. This increase in traffic is less than one percent, which is not significant. Even though the increase in traffic from this development proposal is minimal, the owner/developer understands the area residents' concerns and is willing to work with City of Fort Collins staff to implement traffic calming measures on Cherry Street. —// L—DELICH 912 Wood Street TIS, May 2013 -71 f=ASSOCIATES Page 13 4 N 6/1 f 5/23 29/39 Vine ervic3/1 F Cent r e 27/0 i o 0 m IRT 174/98 toN CDco 82/168 I� 58/96 J � � --- 23/73 Cherry / 57/43 04 O 20/15 °'rn co N M t0 0 O O AM/PM SHORT RANGE (2017) BACKGROUND PEAK HOUR TRAFFIC Figure 6 --//L-DELICH 912 Wood Street TIS, May2013 -j rASSOCIATES Page 12 N N r CD Site cn 10% ---------- Vine a 0 Elm 10% 70% ----------� Cherry 0 0 SCALE: 1"=500' TRIP DISTRIBUTION -J/ LDELICH -7/ FASSOCIATES Figure 5 912 Wood Street TIS, May 2013 Page 11 TABLE 2 Trip Generation for Mobile Home Park Use Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate in Rate Out Race In Rate Out 240 Mobile Home Park 45 D.U. EQ 436 EQ 6 EQ 24 EQ 17 EQ 11 TABLE 3 Trip Generation for 912 Wood Street Development Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate W I Rene In Rate out 210 Single Family 41 D.U. EQ 458 EQ 10 EQ 28 EQ 30 EQ 17 // L—DELICH 912 Wood Street TIS, May 2013 -71 [—ASSOCIATES Page 10 SITE PLAN A& N SCALE: 1"=200' Figure 4 --// I-DELICH 912 Wood Street TIS, May 2013 -71 [-ASSOCIATES Page 9 III. PROPOSED DEVELOPMENT The 912 Wood Street project is a proposed residential development consisting of 41 single family dwelling units. Figure 4 shows the site plan of the 912 Wood Street development. The short range analysis (Year 2017) includes development of the 912 Wood Street site and an appropriate increase in background traffic, due to normal growth and other known developments in the area. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. The former land use at 912 Wood Street was a mobile home park consisting of 45 dwelling units. Using Trip Generation, 8th Edition, ITE as a reference, the equations for Mobile Home Park (Code 240) were used to calculate the trip generation of the former use and is shown in Table 2. From this analysis, the former mobile home park use produced the following: 436 daily trip ends, 30 morning peak hour trip ends, and 28 afternoon peak hour trip ends. Table 3 shows the expected trip generation on a daily and peak hour basis with the proposed 41 dwelling units. Using Trip Generation, 8th Edition, ITE as a reference, the equations for Single Family Detached (Code 210) were used to calculate the trip generation of the proposed use. From this analysis, the proposed 912 Wood Street development produced the following: 458 daily trip ends, 38 morning peak hour trip ends, and 47 afternoon peak hour trip ends. The net change in trip generation is the difference between the proposed and the former land uses. This difference is 22 more daily trip ends, 8 more morning peak hour trip ends, and 19 more afternoon peak hour trip ends. While the relative increase in afternoon peak hour traffic seems substantial, the absolute increase in traffic is not significant for this area of Fort Collins. Trip Distribution Directional distribution of the generated trips was determined for 912 Wood Street. Future year data was obtained from the NFRRTP and other transportation impact studies in the area. Figure 5 shows the trip distribution used for the 912 Wood Street project. The trip distribution was discussed with and agreed to by City staff. Background Traffic Projections Figure 6 shows the short range (2017) background peak hour traffic at the key intersections. Background traffic projections for the short range future horizon was obtained by reviewing the NFRRTP and reviewing historic count data for this area of Fort Collins. Traffic volumes on the area streets were increased at a rate of one percent per year. ..// LDELICH 912 Wood Street TIS, May 2013 47/ -='ASSOCIATES Page TABLE B Current Peak Hour Operation ersection Movement Level of Service AM PM Wood/Cherry (stop sign) EB LT/T/RT C B WB LT/T/RT B C NB LT/T/RT A A SB LT/T/RT A A Wood/Vine (stop sign) EB LT/T/RT B A WB LT/T/RT B C NB LT A A SB LT A A —// L—DELICH 912 Wood Street TIS, May 2013 -7,1 I -ASSOCIATES Page 7 on Laporte Avenue. The Wood/Cherry intersection is carrying greater traffic volumes, since much of the traffic on Laporte Avenue is being diverted to the Wood/Cherry intersection. Therefore, recent peak hour traffic counts could not be performed at this intersection. Based upon historic count data, it was agreed that traffic volumes at the Wood/Cherry intersection would be synthesized and are shown in Figure 3. Existing Operation The Wood/Cherry and Wood/Vine intersections were evaluated using techniques provided in the 2000 Highway Capacity Manual. Using the recent peak hour traffic shown in Figure 3, the current peak hour operation is shown in Table 1. Calculation forms are provided in Appendix B. A description of level of service for unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are provided in Appendix B. The 912 Wood Street site is in an area termed "other." The key intersections operate acceptably during both the morning and afternoon peak hours. At unsignalized intersections, acceptable operation is considered to be at level of service E for any approach leg for an arterial/collector or arterial/local intersection and level of service C for any approach leg for a collector/local intersection. Pedestrian Facilities Sidewalks exist along both sides of Cherry Street and Vine Drive. On Wood Street, sidewalks exist along both sides of the street south of the Wood/Vine intersection. North of Vine Drive, sidewalks exist on both sides of Wood Street adjacent to the Fort Collins Service Center. Sidewalks end north of the Fort Collins Service Center property. Sidewalks do not exist adjacent to this development. Bicycle Facilities The Fort Collins Bike Map shows that Wood Street, south of Vine Drive, and Cherry Street are streets with bike lanes. Transit Facilities Currently, this area of Fort Collins is served by Transfort Route 9, which has service along Vine Drive, Wood Street, and Cherry Street. // LDELICH 912 Wood Street TIS, May 2013 rASSOCIATES Page 6 I u 4 N � LO � - 6/1 5/22 28/.37 Vine (� F e Center 3/1 26/0 i N rn M 166/93 C r N M C M 78/160 I� f 55/91 J � � -- 22/69 Cherry 4/3 54/41 NI O M 19/14 N M CD 0 O O --a*— AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 —�� L—DELICH 912 wood street Tis, May 2013 [—ASSOCIATES Page 5 0 0 -a*- -Denotes Lane EXISTING GEOMETRY --//L—DELICH -7*4 rASSOCIATES FC Service Center 4 N Figure 2 912 Wood Street TIS, May 2013 Page 4 \ N o co 912 Wood Street Elm Vine Cherry SCALE: 1"=1000' SITE LOCATION —//LDELICH - / =ASSOCIATES Figure 1 912 Wood Street TIS, May 2013 Page 3 II. EXISTING CONDITIONS The location of the 912 Wood Street site 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 either residential or light industrial (Service Center). Land adjacent to the site is flat (<3% grade) from a traffic operations perspective. The center of Fort Collins lies to the southeast of the proposed 912 Wood Street development. Roads The primary streets near the 912 Wood Street site are Wood Street, Cherry Street, and Vine Drive. Figure 2 shows a schematic of the existing geometry at the key intersections. Wood Street is to the west of (adjacent to) the 912 Wood Street site. It is a north - south street designated as a local street on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section with parking and bike lanes on both sides of the street, south of Vine Drive. At the Wood/Cherry intersection, Wood Street has one travel lane in each direction. The Wood/Chevy intersection has stop sign control on Chevy Street. At the Wood/Vine intersection, Wood Street has northbound and southbound left -turn lanes and one travel lane in each direction. The Wood/Vine intersection has stop sign control on Vine Drive. The existing speed limit in this area is 30 mph. Cherry Street is to the south of the 912 Wood Street site. It is classified as a collector street on the Fort Collins Master Street Plan. Currently, Cherry Street has a two-lane cross section in this area with parking and bike lanes on both sides of the street. At the Wood/Cherry intersection, Cherry Street has all eastbound and westbound movements combined in single lanes. Vine Drive is to the south of the 912 Wood Street site. In this area, Vine Drive is classified as a local street on the Fort Collins Master Street Plan. Currently, Vine Drive has a two-lane cross section in this area. At the Wood/Vine intersection, Vine Drive has all eastbound and westbound movements combined in single lanes. The east leg of the Wood/Vine intersection serves the Fort Collins Service Center Facility. Existing Traffic Recent peak hour traffic counts at the Wood/Vine intersection are shown in Figure 3. Raw traffic data is provided in Appendix A. The traffic data for the Wood/Vine intersection was collected in April 2012. There is infrastructure construction occurring __/J L—DELICH 912 wood street Tis, May 2013 1 rASSOCIATES Page 2 I. INTRODUCTION This intermediate transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed development of the 912 Wood Street site. The proposed 912 Wood Street site is located on the east side of Wood Street, north of the Fort Collins Service Center in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Bellisimo, Inc.), the project planning consultant/architect (Russell & Mills), and the Fort Collins Traffic Engineering staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines contained in the "Larimer County Urban Area Street Standards" (LCUASS). A Base Assumptions Form and related information are provided in Appendix A. The study involved the following steps: • Collect physical, traffic, and development data; • Perform trip generation, trip distribution, and trip assignment; • Determine peak hour traffic volumes; • Conduct capacity and operational level of service analyses on key intersections; • Analyze signal warrants; • Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. —�� L—DELICH 912 Wood Street TIS, May 2013 1 rASSOCIATES Page 1 LIST OF TABLES 1. Current Peak Hour Operation.................................................................................... 7 2. Trip Generation for Mobile Home Park....................................................................10 3. Trip Generation for 912 Wood Street Development................................................10 4. Short Range (2017) Background Peak Hour Operation..........................................16 5. Short Range (2017) Total Peak Hour Operation.....................................................16 LIST OF FIGURES 1. Site Location.............................................................................................................3 2. Existing Geometry .....................................................................................................4 3. Recent Peak Hour Traffic.......................................................................................... 5 4. Site Plan....................................................................................................................9 5. Trip Distribution.......................................................................................................11 6. Short Range (2017) Background Peak Hour Traffic................................................12 7. Site Generated Peak Hour Traffic...........................................................................14 8. Short Range (2017) Total Peak Hour Traffic...........................................................15 APPENDICES A. Base Assumptions Form/Recent Peak Hour Traffic B. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards C. Short Range (2017) Background Peak Hour Operation D. Short Range (2017) Total Peak Hour Operation E. Pedestrian/Bicycle Level of Service _// LDELICH 912 Wood Street TIS, May 2013 471 rASSOCIATES TABLE OF CONTENTS I. INTRODUCTION........................................................................................................1 II. EXISTING CONDITIONS..........................................................................................2 LandUse.........................................................................................................................2 Roads.............................................................................................................................. 2 ExistingTraffic................................................................................................................. 2 ExistingOperation........................................................................................................... 6 PedestriansFacilities...................................................................................................... 6 BicycleFacilities.............................................................................................................. 6 TransitFacilities.............................................................................................................. 6 III. PROPOSED DEVELOPMENT................................................................................. 8 TripGeneration............................................................................................................... 8 TripDistribution............................................................................................................... 8 Background Traffic Projections....................................................................................... 8 TripAssignment............................................................................................................12 SignalWarrants.............................................................................................................12 OperationAnalysis........................................................................................................12 Geometry...................................................................................................................... 17 Pedestrian Level of Service...........................................................................................17 Bicycle Level of Service................................................................................................17 TransitLevel of Service.................................................................................................17 IV. CONCLUSIONS/RECOMMENDATIONS..............................................................18 �/ L—DELICH 912 Wood Street TIS, May 2013 -71 rASSOCIATES ,. 912 WOOD STREET TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY 2013 Prepared for: Bellisimo, Inc. 3702 Manhattan Avenue, Suite 201 Fort Collins, CO 80526 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 Project #1227