Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutPURA VIDA PLACE - PDP - 4-11 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYPedestrian LOS Worksheet Project Location Classification: Pedestrian District Descnption of , Destination Level of Sernce (mlmmum based on protect Lon classfi io s 2 U*� r visualMI a Applicable Deshriation AreaW. Directness ConbnuRy, ,�Intent8 Secunty Area Wrfhm 1320 Classifications crossrgsAmenfies f 1 Colorado State university Institutional Minimum A A B A A Actual A A A A A Proposed I A A A A A 2 Neighborhood to the west Residential Minimum A A B A A Actual A A A A A Proposed A A A A A 3 Neighborhood to the north Residential Minimum A A B A A Actual A A A A A Proposed A A A A A 4 Neighborhood/ Commercial to the east Commercials Residential Minimum A A B A A Actual A A A A A Proposed A A A A A 5 Minimum Actual Proposed g Minimum Actual Proposed 7 Minimum Actual Proposed 8 Minimum Actual Proposed g Minimum Actual Proposed 10 Minimum Actual Proposed 0\C 1 j, " • ZulberrvStr et 41 z 3 Myrtle Str et a) U U v o 0 Q L 2 Alley LW 0 oe-0-0 Laurel Street Pura Vi a O lace SCALE: 1 "=500' PEDESTRIAN INFLUENCE AREA —//-LDELICH �1 rASSOCIATES Pura Vida Place TIS, January 2011 as APPENDIX F �9 • ". HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Short Total PM --1 --10. -%v < 4- k- -% t /0. 1 *1 Movement EBL Movement EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 40 4s + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 7 0 8 5 1 1 14 22 9 2 25 10 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) 8 0 9 6 1 1 16 26 11 2 29 12 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 106 109 35 114 110 31 41 36 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 106 109 35 114 110 31 41 36 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 99 99 100 100 99 100 cM capacity (veh/h) 864 771 1037 848 771 1043 1568 1574 Direction, Lane # EB 1 WB 1 NB 1 SIB 1 Volume Total 18 8 53 44 Volume Left 8 6 16 2 Volume Right 9 1 11 12 cSH 948 859 1568 1574 Volume to Capacity 0.02 0.01 0.01 0.00 Queue Length 95th (ft) 1 1 1 0 Control Delay (s) 8.9 9.2 2.3 0.4 Lane LOS A A A A Approach Delay (s) 8.9 9.2 2.3 0.4 Approach LOS A A Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 17.4% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Short Total AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 46 + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 10 0 11 3 0 2 3 70 6 0 29 3 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) 12 0 13 4 0 2 4 82 7 0 34 4 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 131 132 36 142 131 86 38 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 131 132 36 142 131 86 38 89 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 99 100 100 100 100 100 cM capacity (veh/h) 838 757 1037 816 758 973 1573 1506 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 25 6 93 38 Volume Left 12 4 4 0 Volume Right 13 2 7 4 cSH 931 872 1573 1506 Volume to Capacity 0.03 0.01 0.00 0.00 Queue Length 95th (ft) 2 1 0 0 Control Delay (s) 9.0 9.2 0.3 0.0 Lane LOS A A A Approach Delay (s) 9.0 9.2 0.3 0.0 Approach LOS A A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich . P. E. as HCM Unsignalized Intersection Capacity Analysis 3: Alley & Whitcomb Short Total PM Movement 4,- WBL 4- WBR t NBT /P. NBR ti SBL 1 SBT Lane Configurations Y 11. 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 7 1 27 9 1 59 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 8 1 32 11 1 69 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 109 37 42 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 109 37 42 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 100 cM capacity (veh/h) 888 1035 1567 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 9 42 71 Volume Left 8 0 1 Volume Right 1 11 0 cSH 904 1700 1567 Volume to Capacity 0.01 0.02 0.00 Queue Length 95th (ft) 1 0 0 Control Delay (s) 9.0 0.0 0.1 Lane LOS A A Approach Delay (s) 9.0 0.0 0.1 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 13.9% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. d. / HCM Unsignalized Intersection Capacity Analysis , 3: Alley & Whitcomb Short Total AM Ir t T y Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1, 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 10 2 74 2 1 29 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 12 2 87 2 1 34 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 125 88 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 125 88 89 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 100 cM capacity (veh/h) 870 970 1506 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 14 89 35 Volume Left 12 0 1 Volume Right 2 2 0 cSH 885 1700 1506 Volume to Capacity 0.02 0.05 0.00 Queue Length 95th (ft) 1 0 0 Control Delay (s) 9.1 0.0 0.3 Lane LOS A A Approach Delay (s) 9.1 0.0 0.3 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 14.0% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. A i APPENDIX E Iq HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Short Background PM 1 fi ti 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 4b + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 0 2 5 1 1 4 22 9 2 25 1 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) 2 0 2 6 1 1 5 26 11 2 29 1 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 77 81 30 78 76 31 31 36 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 77 81 30 78 76 31 31 36 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 % 100 100 100 99 100 100 100 100 cM capacity (veh/h) 907 806 1044 906 811 1043 1582 1574 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 5 8 41 33 Volume Left 2 6 5 2 Volume Right 2 1 11 1 cSH 971 908 1582 1574 Volume to Capacity 0.00 0.01 0.00 0.00 Queue Length 95th (ft) 0 1 0 0 Control Delay (s) 8.7 9.0 0.9 0.5 Lane LOS A A A A Approach Delay (s) 8.7 9.0 0.9 0.5 Approach LOS A A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. / 1� i HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Short Background AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 4b + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 0 1 3 0 2 0 70 6 0 25 1 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 1 4 0 2 0 82 7 0 29 1 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 118 119 30 117 116 86 31 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 118 119 30 117 116 86 31 89 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 % 100 100 100 100 100 100 100 100 cM capacity (veh/h) 856 771 1044 858 774 973 1582 1506 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 2 6 89 31 Volume Left 1 4 0 0 Volume Right 1 2 7 1 cSH 941 901 1582 1506 Volume to Capacity 0.00 0.01 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 8.8 9.0 0.0 0.0 Lane LOS A A Approach Delay (s) 8.8 9.0 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 14.0% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. _ . HCM Unsignalized Intersection Capacity Analysis 3: Alley & Whitcomb Short Background PM t 1 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 'b 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 0 27 0 0 59 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 2 0 32 0 0 69 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 101 32 32 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 101 32 32 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 897 1042 1581 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 2 32 69 Volume Left 2 0 0 Volume Right 0 0 0 cSH 897 1700 1581 Volume to Capacity 0.00 0.02 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 9.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. /�< APPENDIX D Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land -Use (from stricture plan): ... Other=comdors within ,' Intersection type Commercial Mixed use Lowsdensity mixed use: All, other corridors . districts fi 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 leg) Stop sign control N/A C C C (collector/local—any approach leg) * mitigating measures required ** considered normal in an urban environment %4 HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Recent PM 4%- t �- �► 1 -V Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4b 46 + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 0 2 5 1 1 4 21 9 2 24 1 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) 2 0 2 6 1 1 5 25 11 2 28 1 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 75 78 29 75 74 30 29 35 vC1, stage 1 conf Vol vC2, stage 2 conf Vol vCu, unblocked Vol 75 78 29 75 74 30 29 35 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 % 100 100 100 99 100 100 100 100 cM capacity (veh/h) 910 808 1046 909 813 1044 1584 1576 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 5 8 40 32 Volume Left 2 6 5 2 Volume Right 2 1 11 1 cSH 973 911 1584 1576 Volume to Capacity 0.00 0.01 0.00 0.00 Queue Length 95th (ft) 0 1 0 0 Control Delay (s) 8.7 9.0 0.9 0.6 Lane LOS A A A A Approach Delay (s) 8.7 9.0 0.9 0.6 Approach LOS A A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. HCM Unsignalized Intersection Capacity Analysis 6: Alley & Sherwood Recent AM --0- 7 fe ~ t 4\ I /0. y t W Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + + + Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 0 1 3 0 2 0 67 6 0 37 1 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 1 4 0 2 0 79 7 0 44 1 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 129 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 129 tC, single (s) 7.1 tC, 2 stage (s) None None 130 44 128 127 82 45 130 44 128 127 82 45 6.5 6.2 7.1 6.5 6.2 4.1 86 4.1 tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # 3.5 100 842 EB 1 4.0 100 761 WB 1 3.3 100 1026 NB 1 3.5 4.0 3.3 2.2 2.2 100 100 100 100 100 845 763 977 1563 1510 SB 1 Volume Total 2 6 86 45 Volume Left 1 4 0 0 Volume Right 1 2 7 1 cSH 925 893 1563 1510 Volume to Capacity 0.00 0.01 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 8.9 9.1 0.0 0.0 Lane LOS A A Approach Delay (s) 8.9 9.1 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 13.9% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. • HCM Unsignalized Intersection Capacity Analysis 3: Alley & Whitcomb Recent PM 4, t /jo. ti 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y to 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 0 26 0 0 56 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 2 0 31 0 0 66 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 96 31 31 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 96 31 31 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 903 1044 1582 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 2 31 66 Volume Left 2 0 0 Volume Right 0 0 0 cSH 903 1700 1582 Volume to Capacity 0.00 0.02 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 9.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich P. E. HCM Unsignalized Intersection Capacity Analysis 3: Alley & Whitcomb Recent AM i- 4� I /0. y i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� d Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 0 70 0 0 28 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 1 0 82 0 0 33 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 115 82 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 115 82 82 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 881 977 1515 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 1 82 33 Volume Left 1 0 0 Volume Right 0 0 0 cSH 881 1700 1515 Volume to Capacity 0.00 0.05 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 9.1 0.0 0.0 Lane LOS A Approach Delay (s) 9.1 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 13.7% ICU Level of Service A Analysis Period (min) 15 Joseph Matthew J. Delich , P. E. FA APPENDIX C 6/7 R = right turn S = straight I = left h vn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1119/2011 Observer: Sue Day: Wednesday Jurisdiction: City of Fort Collins Intersection: Sherwood/Alley Time Begins Northbound: Sherwood Southbound: Sherwood Total north/south Eastbound: Alley Westbound: Alley Total eastlwest Total All L S R Total L S R Total L S R Total L S R Total 7:15M 7 2 9 0 2 0 2 11 0 0 0 0 0 0 0 0 0 11 7:3023 1 24 0 4 0 4 28 0 0 0 0 1 0 0 1 1 29 7:4513 1 14 0 10 0 10 24 0 0 0 0 1 0 0 1 1 25 8:0013 2 15 0 5 0 5 20 1 0 1 2 0 0 1 1 3 23 8:1515 0 15 0 4 0 4 19 0 0 0 0 0 0 0 0 0 19 8:3026 1 3 1 29 0 18 1 19 48 0 1 0 1 0 1 0 2 1 0 1 1 3 3 51 7:45-8:45 1 0 167 1 6 73 0 137 1 1 38 111 1 0 1 1 2 3 1 0 1 2 5 PHF 0.63 0.5 0.25 0.42 7 118 4:15 1 4 1 6 0 6 0 6 12 0 0 0 0 0 0 0 0 0 12 4:30 0 3 3 6 1 5 0 6 12 0 0 1- 1 2 1 0 3 4 16 4:45 0 5 1 6 0 7 0 7 13 2 0 0 2 2 0 0 2 4 17 5:00 2 9 1 12 0 5 1 6 18 0 0 0 0 1 0 0 1 1 19 5:15 2 4 4 10 1 7 0 8 18 0 0 1 1 0 0 1 1 2 20 5:30 0 1 6 1 2 1 8 0 1 6 1 0 6 1 14 0 1 0 1 0 0 0 0 1 0 0 0 14 4:30-5:30 4 121 1 9 34 2 124 1 1 27 61 2 1 0 1 2 4 5 1 1 1 1 7 11 72 PHF 0.71 0.84 0.5 0.58 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1119/2011 Observer: Joseph Day: Wednesday Jurisdiction: City of Fort Collins R = right turn Intersection: Whitcomb/Alley S = straight I = IeB h irn Time Begins Northbound: Whitcomb Southbound: Whitcomb Total north/south Eastbound: Westbound: Alley Total eastlwest Total All L S R Total L S R Total L S R Total L S R Total 7:15 7 0 7 0 5 5 12 0 0 0 0 0 12 7:30 13 0 13 0 6 6 19 0 0 0 0 0 19 7:45 19 0 19 0 8 8 27 0 0 0 0 0 27 8:00 9 0 9 0 3 3 12 0 0 0 0 0 12 8:15 8 0 8 0 8 8 16 0 0 0 0 .....0 16 8:30 34 0 34 0 1 9 9 43 1 1 0 1 1 44 7:45-8:45 1 0 170 1 0 70 1 0 128 1 0 28 98 0 1 0 1 0 0 1 1 0 1 0 1 PHF 0.51 0.78 nla 0.25 1 99 ��©oaoo�o®��oo�000®i ��0000m�00��00�0000 �0000m��0��00�0000 ®�0000m�0®��oo�os�o� ��©o©om��®��oo�a■ao® 4:45-5:45 0 126 1 0 26 0 156 1 0 56 82 0 1 0 1 0 0 2 1 0 1 0 2 2 84 PHF 0.81 0.74 nla 0.5 r ., 0 z w Q U\ ol SITE LIGHTING LEGEND: 518 W Larel Street Ste Area - 41,812 5q-Ft DJJN Gross Area - 41,560 FAR - 98.9% Pack 50i Gross Area -4,152 FM - 9.97 48 Farklrq Spaces - Ywo^ ay Access - 6.5 y I aduape 14 Motorcycle Spaces 3 61c4cle tacks 52 Dwellrtq L.nU (10 m basement Ie cl) 98 total Deds �i West Laxe1 Street I ARCHITECTURAL SITE PLAN e PIO SCpLE', II1By1'-0' aui[,�.�ea NORTH TABLE 2 Trip Generation H ,Code�'-- 932 Sit-down Restaurant 6.258 KSF 127.1 796 5.99 37 5.53 35 6.58 41 4.57 29 25% Reduction for Alternative Modes 198 9 9 10 7 M22 Total 598 28 26 11 TABLE Trip Generation AWDTE CAM Peak A GPM, 41KOt-!F7II,;V "-a JP -Ode'., 4,� use,;Size aie - 220 Apartments98 Beds 3.31 330 0.05 5 0.22 22 0.26 25 0.14 14 nil 25% Reduction for Alternative Modes 82 1 5 6 3 Total 248 4 17 19 I /ulberry et 5% 3 Myrtle Str et O °D C U 0 CD Q L O) C/) N O U 30% [- rel Street 35%� 518 La rel Street TRIP DISTRIBUTION SCALE: 1 "=500' Figure 5 3 Attachment "A" Transportation Impact Study Base Assumptions Project Information Project Name: Pura Vida Place Apartments Project Location: 518 W. Laurel Street TIS Assumptions Type of Study Full: Intermediate: Memo: Yes Study Area Boundaries North: Alley South: Laurel Street East: Sherwood Street West: Whitcomb Street Study Years Short Range: 2015 Long Range: N/A Future Traffic Growth Rate 1.0 % per year Study Intersections 1. Whitcomb/Alley 5. 2. Sherwood/Alley 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: Trip Generation Rates See Attached Sketch Trip Adjustment Factors Passby: N/A Captive Market: Overall Trip Distribution See Attached Sketch Mode Split Assumptions Substantial Walk/Bike (CSin Committed Roadway Improvements None Known Other Traffic Studies NO n ,...,o do S 1'J t r. Areas Requiring Special Study Discussion of number of pedestrians and pedestrian facilities at Laurel/Whitcomb and Laurel/Sherwood Date: _January 17, 2011 Traffic Engineer: Local Entity Engineer: /.P Larimer County Urban Area Street Standards January2, 2001 In APPENDIX A b, a a) a) w 65 E 0 0 U a) >U In -we - Denotes Lane N SHORT RANGE (2015) GEOMETRY Figure 8 _—AI L-DELICH Pura Vida Place Apartments TIS, January 2011 7j rASSOCIATES TABLE 3 Short Range (2015) Background Peak Hour Operation Sernce �� 4 <. y Whitcomb/Alley WB LT/RT A A (stop sign) SB LT/T A A WB LT/T/RT A A EB LT/T/RT A A Sherwood/Alley (stop sign) NB LT/T/RT A A SB LT/T/RT A A TABLE 4 Short Range (2015) Total Peak Hour Operation ylntersecUon r��sa„ x�r'm,�xrl�.�y��g�?e`{�Movemet�,��`� � +. 1 ,♦ S Y xi Gr�+ 'i.-.i ... h.=-_,: :r�a.t,s. M;.:�.., .;.,.�Si)i 1✓A✓ t1u X v "� et �ri kV:ii..�{��:1��',k.2Ar�C'�: ern SJ"+'1,.�.i~t�'AMt ,'# s�k��#xt `�, L^5 :± .?'r A,�fr �tF r�iv7 ur 'YjK �+C'4..��.Y...:1•�P1�lr,�e.�3.'•3.- Whitcomb/Alley WB LT/RT A A (stop sign) SB LT/T A A WB LT/T/RT A A EB LT/T/RT A A Sherwood/Alley (stop sign) NB LT/T/RT A A SB LT/T/RT A A --/j-�—DELICH Pura Vida Place Apartments TIS, January 2011 [—ASSOCIATES E 0 0 0 U 2 L N L in M Lo 0)rn N 2/1 04 2/1 CO `r' 0 0/t 10/7 Alley + /--- 3/5 10R f r 0/0 —� v `" 11/8 C1 O SHORT RANGE (2015) TOTAL PEAK HOUR TRAFFIC --/I' DELICH -71 --ASSOCIATES N AM/PM Figure 7 Pura Vida Place Apartments TIS, January 2011 N -ouAM/PM a) aw L ,r^ V/ 65 E 0 0 0 >U t O Lo N O N Z/1 0/0 � 1 � � 0/1 1 1/2 Alley 3/5 1/2 r 0/0 — V 1/2 O N co � O t` SHORT RANGE (2015) BACKGROUND PEAK HOUR TRAFFIC _J/L—DELICH -/, [—ASSOCIATES Figure 6 Pura Vida Place Apartments TIS, January 2011 a� a, a� V/ V! .QC C U U U U L � SITE GENERATED PEAK HOUR TRAFFIC N AM/PM Figure 5 --/,/ I—DELICH Pura Vida Place Apartments TIS, January 2011 -7,1 r=ASSOCIATES ulber Str et 5% 30% Myrtle Street (92 m E o U U a O N L 3 Alley 2O C r Q a, a) 30% 6 U Laurel Street 35% Pura Vi a Place A artments SCALE: 1 "=500' TRIP DISTRIBUTION --��L--DELICH `7 j 1=ASSOCIATES Figure 4 Pura Vida Place Apartments TIS, January 2011 518 W Laael Street 51te Area s 91,612 5ct+t PuMN Gross Area - 91.360 FAR = 98.97 Pack 907 Gross Area -lj!52 FAR — 9.97 48 PAN 5pace5 - fwo�ay Acce55 - 6.97 Lard5c.We IA Motorcyde 5pace5 3 Ptcyde Packs 52 Pwellrq thlth ( 10 In basement level) 98 Total P/ed5 SITE PLAN _-Ili DELICH -7rj ["ASSOCIATES al West Laird Street N Figure 3 Pura Vida Place Apartments TIS, January 2011 TABLE I Current Peak Hour Operation TABLE 2 TABLE 2 Pura Vida Place Apartments Trip Generation 1,0 Pura Vida Place Apartments TlS.January 2O11 a� a) a) w to E 0 0 0 w t 0 t _D v ,n 2/1 N O 0/0 M O 0/1 1 1/2 Alley f 1 � 3/5 f r 1/2 1 D0 0/0 - I 04 zt _3) C 1 /2 o �' co n CJ RECENT PEAK HOUR TRAFFIC _—//I DELICH 7,1 j=ASSOCIATES N AM/PM Figure 2 Pura Vida Place Apartments TIS, January 2011 /ulberry et Myrtle Street a) u, sp E 0 a 0 o 0 > s Alley Q (D, a) 0 U Laurel Street Pura Vi a Place A artments SCALE: 1 "=500' SITE LOCATION �I LDELICH 71 (—ASSOCIATES Figure 1 Pura Vida Place Apartments TIS, January 2011 It was requested that pedestrian activity and pedestrian facilities at the Laurel/Whitcomb and Laurel/Sherwood intersections be discussed. Currently, there are no crosswalks at the Laurel/Whitcomb intersection and there is a north/south crosswalk on the west side of the Laurel/Sherwood intersection. There are signalized intersections at the Laurel/Loomis and Laurel/Meldrum intersections that have crosswalks. During the morning peak hour there were 48 pedestrians and 7 'bicyclists that crossed Laurel at the Laurel/Whitcomb intersection. During the afternoon peak hour there were 30 pedestrians and 7 bicyclists that crossed Laurel at the Laurel/Whitcomb intersection. During the morning peak hour there were 58 pedestrians and 6 bicyclists that crossed Laurel at the Laurel/Sherwood intersection. During the afternoon peak hour there were 44 pedestrians and 2 bicyclists that crossed Laurel at the Laurel/Sherwood intersection. It is likely that both the Laurel/Whitcomb and Laurel/Sherwood intersections meet the requirements for a pedestrian hybrid beacon crossing Laurel Street based on pedestrian and vehicle traffic. The decision whether to install this device will be made by the Fort Collins Traffic Operations staff. Sight distance was field checked at the Whitcomb/Alley and Sherwood/Alley intersections. In this area, there are no significant horizontal curves and no vertical curves along Whitcomb Street and Sherwood Street for at least 0.25 miles. This area is within the grid street system. According to LCUASS, the design speed, based upon the classification of the street, should be used to determine the intersection sight distance. Both Whitcomb Street and Sherwood. Street are classified as local streets. At the design of 25 mph and a passenger car design vehicle, the intersection sight distance should be 260 feet in both directions from the Alley. At the Whitcomb/Alley intersection, the observed sight distance is approximately 250 feet to the south, to Laurel Street, and approximately 230 feet to the north, along Whitcomb Street. At the Sherwood/Alley intersection, the observed sight distance is approximately 250 feet to the south, to Laurel Street, and approximately 230 feet to the north, along Sherwood Street. This does not meet the required sight distance. There is also on -street parking that can reduce the sight distance depending on the size and location of the parked vehicle. However, since the Whitcomb/Alley and Sherwood/Alley intersections are local/alley intersections, vehicles will typically move forward until there is adequate sight distance to execute a safe exit from the Alley. This was observed to occur during traffic counting. Based upon Fort Collins bicycle LOS criteria, the only bicycle destination is Colorado State University Campus. This site connects directly to bike lanes on Laurel Street, which achieves level of service B. Currently, this area is served by Transfort Route 2, 3, 6, 7, 11, 15, and 19, which serve the CSU Transit Center. It is expected that transit level of service will be acceptable. It is concluded that, with development of Pura Vida Place Apartments, the future level of service at the key intersections will be acceptable. The recommended geometry is shown in Figure 8. The level of service for pedestrian, bicycle, and transit modes will be acceptable. LDELICH Pura Vida Place Apartments TIS, January 2011 -7l,f.: rASSOCIATES to walk or bike to and from this site. Table 2 shows the trip generation for Pura Vida Place Apartments. This trip generation was discussed and agreed to in the scoping meeting_ The trip generation for Pura Vida Place Apartments is calculated at: 490 daily trip ends, 38 morning peak hour trip ends, and 46 afternoon peak hour trip ends. The Woody's Woodfired Pizza Restaurant has a floor area of 6,258 square feet. Using the cited reference document and same alternative mode adjustment, this existing land use generates: 598 daily trip ends, 54 morning peak hour trip ends. And 53 afternoon peak hour trip ends. It is expected that the proposed Pura Vida Place Apartments will generate less traffic than the existing land use. This restaurant has direct access to Laurel Street, a four -lane arterial street, and access to the Alley. The Laurel Street access will be closed. Removing direct access to an arterial street is viewed as favorable from a traffic operations perspective. 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 Pura Vida Place Apartments. Figure 6 shows the short range (2015) background peak hour traffic at the key intersections. Background traffic volume forecasts for the short range (2015) future were obtained by reviewing traffic studies for other developments in this area and reviewing historic counts in the area. Table 3 shows the short range (2015) background peak hour operation at the Whitcomb/Alley and Sherwood/Alley intersections. Calculation forms are provided in Appendix D. The key intersections will operate acceptably with the existing control and geometry. Figure 7 shows the short range (2015) total peak hour traffic at the key intersections. Table 4 shows the short range (2015) total peak hour operation at the key intersections. Calculation forms are provided in Appendix E. The Whitcomb/Alley and Sherwood/Alley intersections will operate. acceptably during the peak hours. Figure 8 shows the short range (2015) geometry at the key intersections. This is the existing geometry at the key intersections. The Pura Vida Place Apartments 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 Pura Vida Place Apartments. The Pura Vida Place Apartments site is located within an area termed as "pedestrian district," which sets the level of service threshold at LOS A for all measured categories except street crossing, which is B. There are'four destination areas within 1320 feet of the proposed Pura Vida Place: 1) the Colorado State University Campus area to the south of the site, 2) the residential neighborhood to the west of the site, 3) the residential neighborhood to the north of the site, and 4) the residential neighborhood/commercial center to the east. Currently there are sidewalks adjacent to the site along Laurel Street. Appendix F contains a Pedestrian LOS Worksheet. --/,1—LDELICf I Pura Vida Place Apartments TIS, January 2011 �� r=-ASSOCIATES a , DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 // /,i/ r MEMORANDUM TO: Chuck Bailey, Catamount Properties, LTD Ward Stanford, City of Fort Collins Traffic FROM: Joe/Matt Delich DATE: January 31, 2011 SUBJECT: Pura Vida Place Apartments (518 Laurel Street) Transportation Impact Study (File: 1103ME01) This memorandum addresses the transportation impacts of the proposed Pura Vida Place Apartments (518 Laurel Street). Pura Vida Place Apartments is located on Laurel Street, midway between Sherwood Street and Whitcomb Street, in Fort Collins. The site location is shown in Figure 1. The site is currently Woody's Woodfired Pizza Restaurant. Pura Vida Place Apartments will consist of 52 apartment units (98 _beds). 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 developed parcels of land within 0.25 miles of the site. There are bicycle lanes along Laurel Street and Loomis Avenue, one block to the west. Figure 2 shows recent peak hour counts at the Whitcomb/Alley and Sherwood/Alley intersections. The count data was obtained in January 2011, when Colorado State University was in session. Raw traffic data is provided in Appendix B. Table 1 shows the current peak hour operation of the Whitcomb/Alley and Sherwood/Alley intersections. Calculation forms are provided in Appendix C. 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 also provided in Appendix C. The Whitcomb/Alley and Sherwood/Alley intersections operate acceptably during the peak hours. Pura Vida Place Apartments site is in an area termed "mixed use district." In areas termed "mixed use district," acceptable operation at unsignalized intersections during the peak hours, is defined as level of service F, which is considered to be normal in an urban environment. Figure 3 shows the site plan for Pura Vida Place Apartments. Pura Vida Place Apartments will consist of 52 apartment units (98 beds). Access to Pura Vida Place Apartments will be via the alley to the north of the site. Trip Generation, 81h Edition, ITE was used as the reference document in calculating the trip generation. Persons (beds) were used as the trip generation variable. Since, this site is close to the Colorado State University campus, a reduction (25%) was taken for the apartment trips that are expected