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HomeMy WebLinkAboutMELDRUM OFFICE BUILDING - PDP - PDP130027 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)APPENDIX A 1 2 3 4 5 6 TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES 111 S. Meldrum Street Mixed-Use TIS, August 2013 Page 11 Meldrum Street Mountain Avenue Oak Street SITE 15% 30% 15% 20% 10% 10% 7 APPENDIX B 8 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8-8-13 Observer: Joe Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Meldrum/Mountain S = straight L = left turn Time Northbound: Meldrum Southbound: Meldrum Total Eastbound: Mountain Westbound: Mountain Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 2 4 5 11 0 6 3 9 20 2 31 3 36 8 13 0 21 57 77 7:45 2 7 6 15 1 10 4 15 30 3 48 4 55 11 22 1 34 89 119 8:00 2 7 7 16 0 11 2 13 29 3 36 8 47 18 14 3 35 82 111 8:15 0 5 7 12 0 7 0 7 19 4 34 3 41 11 14 0 25 66 85 7:30-8:30 6 23 25 54 1 34 9 44 98 12 149 18 179 48 63 4 115 294 392 PHF 0.75 0.82 0.89 0.84 0.25 0.77 0.56 0.73 0.75 0.78 0.56 0.81 0.67 0.72 0.33 0.82 4:30 8 24 13 45 1 12 3 16 61 6 40 3 49 7 65 2 74 123 184 4:45 6 23 23 52 2 9 1 12 64 3 38 3 44 6 68 2 76 120 184 5:00 8 16 6 30 2 4 1 7 37 3 37 8 48 7 42 2 51 99 136 5:15 10 13 8 31 2 9 1 12 43 3 27 1 31 2 27 2 31 62 105 4:30-5:30 32 76 50 158 7 34 6 47 205 15 142 15 172 22 202 8 232 404 609 PHF 0.8 0.79 0.54 0.76 0.88 0.71 0.5 0.73 0.63 0.89 0.47 0.88 0.79 0.74 1 0.76 9 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8-6-13 Observer: Carl Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Meldrum/Oak S = straight L = left turn Time Northbound: Meldrum Southbound: Meldrum Total Eastbound: Oak Westbound: Oak Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 2 10 4 16 1 8 0 9 25 1 5 2 8 3 1 0 4 12 37 7:45 6 24 4 34 1 4 0 5 39 1 6 0 7 1 4 0 5 12 51 8:00 5 20 6 31 0 0 4 4 35 1 9 2 12 0 0 4 4 16 51 8:15 2 20 3 25 0 2 3 5 30 1 4 1 6 0 2 3 5 11 41 7:30-8:30 15 74 17 106 2 14 7 23 129 4 24 5 33 4 7 7 18 51 180 PHF 0.63 0.77 0.71 0.78 0.5 0.44 0.44 0.64 1 0.67 0.63 0.69 0.33 0.44 0.44 0.9 4:30 5 25 4 34 0 21 2 23 57 1 10 7 18 3 3 0 6 24 81 4:45 3 10 1 14 4 1 3 8 22 1 3 4 8 3 2 1 6 14 36 5:00 2 11 1 14 2 1 2 5 19 1 4 6 11 2 4 2 8 19 38 5:15 2 6 0 8 2 3 4 9 17 1 3 2 6 3 5 2 10 16 33 4:30-5:30 12 52 6 70 8 26 11 45 115 4 20 19 43 11 14 5 30 73 188 PHF 0.6 0.52 0.38 0.51 0.5 0.31 0.69 0.49 1 0.5 0.68 0.6 0.92 0.7 0.63 0.75 10 APPENDIX C 11 HCM 2010 AWSC 3: Meldrum & Mountain Recent AM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 12 149 18 48 63 4 6 23 25 1 34 9 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 Heavy Vehicles, % 222222222222 Mvmt Flow 14 175 21 56 74 5 7 27 29 1 40 11 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 9 9 8 8.1 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 11% 7% 43% 0% 2% Vol Thru, % 43% 83% 57% 0% 77% Vol Right, % 46% 10% 0% 100% 20% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 54 179 111 4 44 LT Vol 23 149 63 0 34 Through Vol 25 18 0 4 9 RT Vol 6 12 48 0 1 Lane Flow Rate 64 211 131 5 52 Geometry Grp 25772 Degree of Util (X) 0.081 0.259 0.188 0.006 0.068 Departure Headway (Hd) 4.565 4.427 5.185 4.264 4.716 Convergence, Y/N Yes Yes Yes Yes Yes Cap 785 813 693 840 759 Service Time 2.593 2.45 2.909 1.988 2.745 HCM Lane V/C Ratio 0.082 0.26 0.189 0.006 0.069 HCM Control Delay 8 9 9.1 7 8.1 HCM Lane LOS AAAAA HCM 95th-tile Q 0.3 1 0.7 0 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 12 HCM 2010 AWSC 3: Meldrum & Mountain Recent PM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 142 15 22 202 8 32 76 50 7 34 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 Heavy Vehicles, % 222222222222 Mvmt Flow 18 167 18 26 238 9 38 89 59 8 40 7 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 10 11.6 9.9 9 HCM LOS ABAA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 20% 9% 10% 0% 15% Vol Thru, % 48% 83% 90% 0% 72% Vol Right, % 32% 9% 0% 100% 13% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 158 172 224 8 47 LT Vol 76 142 202 0 34 Through Vol 50 15 0 8 6 RT Vol 32 15 22 0 7 Lane Flow Rate 186 202 264 9 55 Geometry Grp 25772 Degree of Util (X) 0.261 0.28 0.395 0.012 0.084 Departure Headway (Hd) 5.054 4.979 5.39 4.635 5.461 Convergence, Y/N Yes Yes Yes Yes Yes Cap 704 714 661 763 660 Service Time 3.136 3.066 3.171 2.416 3.461 HCM Lane V/C Ratio 0.264 0.283 0.399 0.012 0.083 HCM Control Delay 9.9 10 11.7 7.5 9 HCM Lane LOS AABAA HCM 95th-tile Q 1 1.1 1.9 0 0.3 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 13 HCM 2010 AWSC 6: Meldrum & Oak Recent AM 8/26/2013 Baseline Synchro 8 Light Report Page 2 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 24 54771574172147 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 28 65881887202168 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.4 7.2 7.7 7.1 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 12% 22% 9% Vol Thru, % 70% 73% 39% 61% Vol Right, % 16% 15% 39% 30% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 33 18 23 LT Vol 74 24 7 14 Through Vol 17 5 7 7 RT Vol 15 4 4 2 Lane Flow Rate 125 39 21 27 Geometry Grp 1111 Degree of Util (X) 0.138 0.045 0.024 0.03 Departure Headway (Hd) 3.992 4.147 4.039 3.969 Convergence, Y/N Yes Yes Yes Yes Cap 897 855 876 895 Service Time 2.026 2.215 2.112 2.022 HCM Lane V/C Ratio 0.139 0.046 0.024 0.03 HCM Control Delay 7.7 7.4 7.2 7.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 14 HCM 2010 AWSC 6: Meldrum & Oak Recent PM 8/26/2013 Baseline Synchro 8 Light Report Page 2 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 20 19 11 14 5 12 52 6 8 26 11 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 24 22 13 16 6 14 61 7 9 31 13 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.3 7.4 7.6 7.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 9% 37% 18% Vol Thru, % 74% 47% 47% 58% Vol Right, % 9% 44% 17% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 70 43 30 45 LT Vol 52 20 14 26 Through Vol 6 19 5 11 RT Vol 12 4 11 8 Lane Flow Rate 82 51 35 53 Geometry Grp 1111 Degree of Util (X) 0.094 0.055 0.041 0.059 Departure Headway (Hd) 4.106 3.947 4.18 4.034 Convergence, Y/N Yes Yes Yes Yes Cap 868 896 847 880 Service Time 2.155 2.02 2.253 2.092 HCM Lane V/C Ratio 0.094 0.057 0.041 0.06 HCM Control Delay 7.6 7.3 7.4 7.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.2 0.1 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 15 UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 16 Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Intersection type Commercial corridors Mixed use districts Low density mixed use residential All other areas Signalized intersections (overall) DE*DD Any Leg EEDE Any Movement EEDE Stop sign control (arterial/collector or local— any approach leg) N/A F** F** E Stop sign control (collector/local—any approach leg) N/A C C C * mitigating measures required ** considered normal in an urban environment 17 APPENDIX D 18 HCM 2010 AWSC 3: Meldrum & Mountain Short Background AM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 13 157 19 50 66 4 6 24 26 1 36 9 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 Heavy Vehicles, % 222222222222 Mvmt Flow 15 185 22 59 78 5 7 28 31 1 42 11 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 9.2 9.1 8.1 8.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 11% 7% 43% 0% 2% Vol Thru, % 43% 83% 57% 0% 78% Vol Right, % 46% 10% 0% 100% 20% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 56 189 116 4 46 LT Vol 24 157 66 0 36 Through Vol 26 19 0 4 9 RT Vol 6 13 50 0 1 Lane Flow Rate 66 222 136 5 54 Geometry Grp 25772 Degree of Util (X) 0.084 0.275 0.197 0.006 0.072 Departure Headway (Hd) 4.611 4.448 5.207 4.287 4.769 Convergence, Y/N Yes Yes Yes Yes Yes Cap 777 809 689 835 751 Service Time 2.642 2.472 2.934 2.014 2.8 HCM Lane V/C Ratio 0.085 0.274 0.197 0.006 0.072 HCM Control Delay 8.1 9.2 9.2 7 8.2 HCM Lane LOS AAAAA HCM 95th-tile Q 0.3 1.1 0.7 0 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 19 HCM 2010 AWSC 3: Meldrum & Mountain Short Background PM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 16 149 16 23 212 8 34 80 53 7 36 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 Heavy Vehicles, % 222222222222 Mvmt Flow 19 175 19 27 249 9 40 94 62 8 42 7 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 10.3 12 10.2 9.1 HCM LOS BBBA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 20% 9% 10% 0% 14% Vol Thru, % 48% 82% 90% 0% 73% Vol Right, % 32% 9% 0% 100% 12% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 167 181 235 8 49 LT Vol 80 149 212 0 36 Through Vol 53 16 0 8 6 RT Vol 34 16 23 0 7 Lane Flow Rate 196 213 276 9 58 Geometry Grp 25772 Degree of Util (X) 0.28 0.298 0.418 0.012 0.089 Departure Headway (Hd) 5.123 5.14 5.441 4.686 5.565 Convergence, Y/N Yes Yes Yes Yes Yes Cap 694 703 655 753 648 Service Time 3.215 3.14 3.236 2.48 3.565 HCM Lane V/C Ratio 0.282 0.303 0.421 0.012 0.09 HCM Control Delay 10.2 10.3 12.2 7.5 9.1 HCM Lane LOS BBBAA HCM 95th-tile Q 1.1 1.2 2.1 0 0.3 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 20 HCM 2010 AWSC 6: Meldrum & Oak Short Background AM 8/26/2013 Baseline Synchro 8 Light Report Page 2 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 25 54771678182157 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 29 65881992212188 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.4 7.2 7.7 7.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 12% 22% 8% Vol Thru, % 70% 74% 39% 62% Vol Right, % 16% 15% 39% 29% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 34 18 24 LT Vol 78 25 7 15 Through Vol 18 5 7 7 RT Vol 16 4 4 2 Lane Flow Rate 132 40 21 28 Geometry Grp 1111 Degree of Util (X) 0.146 0.046 0.024 0.031 Departure Headway (Hd) 3.995 4.163 4.053 3.983 Convergence, Y/N Yes Yes Yes Yes Cap 896 851 872 892 Service Time 2.029 2.235 2.13 2.038 HCM Lane V/C Ratio 0.147 0.047 0.024 0.031 HCM Control Delay 7.7 7.4 7.2 7.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 21 HCM 2010 AWSC 6: Meldrum & Oak Short Background PM 8/26/2013 Baseline Synchro 8 Light Report Page 2 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 20 12 15 5 13 55 6 8 27 12 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 25 24 14 18 6 15 65 7 9 32 14 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.3 7.5 7.6 7.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 18% 9% 38% 17% Vol Thru, % 74% 47% 47% 57% Vol Right, % 8% 44% 16% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 74 45 32 47 LT Vol 55 21 15 27 Through Vol 6 20 5 12 RT Vol 13 4 12 8 Lane Flow Rate 87 53 38 55 Geometry Grp 1111 Degree of Util (X) 0.1 0.058 0.044 0.062 Departure Headway (Hd) 4.119 3.958 4.202 4.037 Convergence, Y/N Yes Yes Yes Yes Cap 864 893 841 879 Service Time 2.173 2.038 2.281 2.101 HCM Lane V/C Ratio 0.101 0.059 0.045 0.063 HCM Control Delay 7.6 7.3 7.5 7.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.2 0.1 0.2 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 22 APPENDIX E 23 HCM 2010 AWSC 3: Meldrum & Mountain Short Total AM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 13 157 29 71 66 4 7 25 29 1 47 9 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 Heavy Vehicles, % 222222222222 Mvmt Flow 15 185 34 84 78 5 8 29 34 1 55 11 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 9.4 9.6 8.3 8.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 11% 7% 52% 0% 2% Vol Thru, % 41% 79% 48% 0% 82% Vol Right, % 48% 15% 0% 100% 16% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 61 199 137 4 57 LT Vol 25 157 66 0 47 Through Vol 29 29 0 4 9 RT Vol 7 13 71 0 1 Lane Flow Rate 72 234 161 5 67 Geometry Grp 25772 Degree of Util (X) 0.094 0.293 0.238 0.006 0.091 Departure Headway (Hd) 4.723 4.508 5.319 4.354 4.899 Convergence, Y/N Yes Yes Yes Yes Yes Cap 756 796 675 821 730 Service Time 2.764 2.54 3.052 2.087 2.94 HCM Lane V/C Ratio 0.095 0.294 0.239 0.006 0.092 HCM Control Delay 8.3 9.4 9.7 7.1 8.4 HCM Lane LOS AAAAA HCM 95th-tile Q 0.3 1.2 0.9 0 0.3 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 24 HCM 2010 AWSC 3: Meldrum & Mountain Short Total PM 8/26/2013 Baseline Synchro 8 Light Report Page 1 Intersection Intersection Delay, s/veh 11.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 16 149 21 33 212 8 46 93 78 7 41 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 Heavy Vehicles, % 222222222222 Mvmt Flow 19 175 25 39 249 9 54 109 92 8 48 7 Number of Lanes 010011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1112 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1121 HCM Control Delay 11 13.2 11.5 9.5 HCM LOS BBBA Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 21% 9% 13% 0% 13% Vol Thru, % 43% 80% 87% 0% 76% Vol Right, % 36% 11% 0% 100% 11% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 217 186 245 8 54 LT Vol 93 149 212 0 41 Through Vol 78 21 0 8 6 RT Vol 46 16 33 0 7 Lane Flow Rate 255 219 288 9 64 Geometry Grp 25772 Degree of Util (X) 0.376 0.326 0.463 0.013 0.102 Departure Headway (Hd) 5.302 5.371 5.78 5.004 5.792 Convergence, Y/N Yes Yes Yes Yes Yes Cap 679 670 623 715 618 Service Time 3.337 3.405 3.51 2.734 3.839 HCM Lane V/C Ratio 0.376 0.327 0.462 0.013 0.104 HCM Control Delay 11.5 11 13.4 7.8 9.5 HCM Lane LOS BBBAA HCM 95th-tile Q 1.7 1.4 2.4 0 0.3 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 25 HCM 2010 AWSC 6: Meldrum & Oak Short Total AM 8/26/2013 Baseline Synchro 8 Light Report Page 3 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 26 6 4 14 16 29 97 18 4 18 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 31 7 5 16 19 34 114 21 5 21 8 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.6 7.4 8.1 7.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 11% 12% 14% Vol Thru, % 67% 72% 41% 62% Vol Right, % 12% 17% 47% 24% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 144 36 34 29 LT Vol 97 26 14 18 Through Vol 18 6 16 7 RT Vol 29 4 4 4 Lane Flow Rate 169 42 40 34 Geometry Grp 1111 Degree of Util (X) 0.191 0.051 0.046 0.039 Departure Headway (Hd) 4.069 4.344 4.167 4.091 Convergence, Y/N Yes Yes Yes Yes Cap 876 829 864 864 Service Time 2.122 2.345 2.168 2.172 HCM Lane V/C Ratio 0.193 0.051 0.046 0.039 HCM Control Delay 8.1 7.6 7.4 7.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.2 0.1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 26 HCM 2010 AWSC 6: Meldrum & Oak Short Total PM 8/26/2013 Baseline Synchro 8 Light Report Page 3 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 29 35 12 17 10 18 64 6 19 49 12 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 Heavy Vehicles, % 222222222222 Mvmt Flow 5 34 41 14 20 12 21 75 7 22 58 14 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.6 7.6 7.9 7.8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 20% 6% 31% 24% Vol Thru, % 73% 43% 44% 61% Vol Right, % 7% 51% 26% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 88 68 39 80 LT Vol 64 29 17 49 Through Vol 6 35 10 12 RT Vol 18 4 12 19 Lane Flow Rate 104 80 46 94 Geometry Grp 1111 Degree of Util (X) 0.122 0.092 0.056 0.11 Departure Headway (Hd) 4.226 4.132 4.371 4.19 Convergence, Y/N Yes Yes Yes Yes Cap 834 872 824 841 Service Time 2.32 2.134 2.374 2.288 HCM Lane V/C Ratio 0.125 0.092 0.056 0.112 HCM Control Delay 7.9 7.6 7.6 7.8 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.3 0.2 0.4 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 27 HCM 2010 TWSC 9: Meldrum & Parking Access Short Total AM 8/26/2013 Baseline Synchro 8 Light Report Page 5 Intersection Intersection Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 4 3 25 67 79 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 4 29 79 93 45 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 253 115 138 0 - 0 Stage 1 115 - - - - - Stage 2 138 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 736 937 1446 - - - Stage 1 910 - - - - - Stage 2 889 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 721 937 1446 - - - Mov Capacity-2 Maneuver 734 - - - - - Stage 1 910 - - - - - Stage 2 870 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 2 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1446 - 809 - - HCM Lane V/C Ratio 0.02 - 0.01 - - HCM Control Delay (s) 7.541 0 9.5 - - HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.062 - 0.031 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 28 HCM 2010 TWSC 9: Meldrum & Parking Access Short Total PM 8/26/2013 Baseline Synchro 8 Light Report Page 5 Intersection Intersection Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 44 30 11 131 66 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 52 35 13 154 78 19 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 267 87 96 0 - 0 Stage 1 87 - - - - - Stage 2 180 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 722 971 1498 - - - Stage 1 936 - - - - - Stage 2 851 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 716 971 1498 - - - Mov Capacity-2 Maneuver 727 - - - - - Stage 1 936 - - - - - Stage 2 843 - - - - - Approach EB NB SB HCM Control Delay, s 10 0.6 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1498 - 809 - - HCM Lane V/C Ratio 0.009 - 0.108 - - HCM Control Delay (s) 7.424 0 10 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.026 - 0.36 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 29 HCM 2010 TWSC 11: Oak & Parking Access Short Total AM 8/26/2013 Baseline Synchro 8 Light Report Page 6 Intersection Intersection Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 14 34 32 18 2 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 40 38 21 2 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 59 0 - 0 121 48 Stage 1 - - - - 48 - Stage 2 - - - - 73 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 1545 - - - 874 1021 Stage 1 - - - - 974 - Stage 2 - - - - 950 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 1545 - - - 864 1021 Mov Capacity-2 Maneuver - - - - 864 - Stage 1 - - - - 974 - Stage 2 - - - - 940 - Approach EB WB SB HCM Control Delay, s 2.1 0 8.9 HCM LOS A Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1545 - - - 936 HCM Lane V/C Ratio 0.011 - - - 0.005 HCM Control Delay (s) 7.355 0 - - 8.9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.032 - - - 0.015 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 30 HCM 2010 TWSC 11: Oak & Parking Access Short Total PM 8/26/2013 Baseline Synchro 8 Light Report Page 6 Intersection Intersection Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 6 48 41 6 20 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 56 48 7 24 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 55 0 - 0 123 52 Stage 1 - - - - 52 - Stage 2 - - - - 71 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 1550 - - - 872 1016 Stage 1 - - - - 970 - Stage 2 - - - - 952 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 1550 - - - 868 1016 Mov Capacity-2 Maneuver - - - - 868 - Stage 1 - - - - 970 - Stage 2 - - - - 947 - Approach EB WB SB HCM Control Delay, s 0.8 0 9.1 HCM LOS A Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1550 - - - 930 HCM Lane V/C Ratio 0.005 - - - 0.047 HCM Control Delay (s) 7.333 0 - - 9.1 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.014 - - - 0.147 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 31 APPENDIX F 32 SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Meldrum Street Howes Street Mason Street College Avenue Sherwood Street Whitcomb Street Loomis Avenue Laporte Avenue Mountain Avenue Oak Street Olive Street Magnolia Street Mulberry Street Myrtle Street Canyon Avenue 33 Pedestrian LOS Worksheet Project Location Classification: Pedestrian district Level of Service (minimum based on project location classification) Description of Applicable Destination Area Within 1320’ Destination Area Classification Directness Continuity Street Crossings Visual Interest & Amenities Security Minimum A A B A A 1 Actual A A A B A Fort Collins CBD to the East Commercial Proposed A A A A A Minimum A A B A A 2 Actual A A A B A Commercial/Residential to the South Commercial/ Residential Proposed A A A A A Minimum A A B A A 3 Actual A A A B A Neighborhood to the North Residential Proposed A A A A A Minimum A A B A A 4 Actual A A A B A Commercial/Residential to the North Commercial/ Residential Proposed A A A A A Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed 34 SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Meldrum Street Howes Street Mason Street College Avenue Sherwood Street Whitcomb Street Loomis Avenue Laporte Avenue Mountain Avenue Oak Street Olive Street Magnolia Street Mulberry Street Myrtle Street Canyon Avenue 35 Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification 1 Fort Collins CBD Commercial B B B 2 3 4 36