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HomeMy WebLinkAboutENGINES & ENERGY CONVERSION LAB - BDR - BDR120006 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)APPENDIX A 1 2 3 4 5 6 7 8 APPENDIX B 9 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Recent AM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1348 1593 1591 1593 3008 1361 1593 3008 1369 Flt Permitted 0.49 1.00 1.00 0.64 1.00 0.20 1.00 1.00 0.35 1.00 1.00 Satd. Flow (perm) 1604 1676 1348 1074 1591 342 3008 1361 592 3008 1369 Volume (vph) 156 157 142 18 88 46 75 517 40 66 773 239 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 184 185 167 21 104 54 88 608 47 78 909 281 RTOR Reduction (vph) 0 0 125 0 26 0 0 0 22 0 0 106 Lane Group Flow (vph) 184 185 42 21 132 0 88 608 25 78 909 175 Confl. Peds. (#/hr) 7 12 9 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 8% 2% 2% 8% 2% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 25.1 19.1 19.1 17.5 14.8 38.6 32.4 32.4 38.8 32.5 32.5 Effective Green, g (s) 27.8 20.1 20.1 21.5 15.8 42.1 33.4 33.4 42.3 33.5 33.5 Actuated g/C Ratio 0.35 0.25 0.25 0.27 0.20 0.53 0.42 0.42 0.53 0.42 0.42 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 687 421 339 313 314 293 1256 568 404 1260 573 v/s Ratio Prot c0.02 c0.11 0.00 0.08 c0.03 0.20 0.02 c0.30 v/s Ratio Perm 0.07 0.03 0.01 0.13 0.02 0.08 0.13 v/c Ratio 0.27 0.44 0.12 0.07 0.42 0.30 0.48 0.04 0.19 0.72 0.31 Uniform Delay, d1 18.3 25.2 23.1 21.7 28.1 10.6 17.0 13.8 9.6 19.4 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.95 1.03 Incremental Delay, d2 0.2 0.7 0.2 0.1 0.9 0.6 1.3 0.1 0.2 3.3 1.3 Delay (s) 18.5 25.9 23.3 21.8 29.0 11.2 18.3 14.0 7.4 21.7 17.3 Level of Service B CCCC BBBACB Approach Delay (s) 22.6 28.2 17.2 19.8 Approach LOS C C B B Intersection Summary HCM Average Control Delay 20.2 HCM Level of Service C HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.0 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 10 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Recent PM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1355 1593 1585 1562 3008 1352 1562 3008 1348 Flt Permitted 0.34 1.00 1.00 0.68 1.00 0.27 1.00 1.00 0.18 1.00 1.00 Satd. Flow (perm) 1115 1676 1355 1136 1585 440 3008 1352 298 3008 1348 Volume (vph) 320 108 101 94 142 71 84 819 82 64 672 202 Peak-hour factor, PHF 0.85 0.87 0.85 0.88 0.85 0.85 0.85 0.90 0.85 0.85 0.92 0.85 Adj. Flow (vph) 376 124 119 107 167 84 99 910 96 75 730 238 RTOR Reduction (vph) 0 0 88 0 23 0 0 0 32 0 0 122 Lane Group Flow (vph) 376 124 31 107 228 0 99 910 64 75 730 116 Confl. Peds. (#/hr) 3167 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 8% 4% 4% 8% 4% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 28.9 19.9 19.9 21.1 15.5 35.1 29.4 29.4 34.9 29.3 29.3 Effective Green, g (s) 31.5 20.9 20.9 25.1 16.5 38.6 30.4 30.4 38.4 30.3 30.3 Actuated g/C Ratio 0.39 0.26 0.26 0.31 0.21 0.48 0.38 0.38 0.48 0.38 0.38 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 686 438 354 394 327 306 1143 514 247 1139 511 v/s Ratio Prot c0.07 0.07 0.02 c0.14 c0.03 c0.30 0.03 0.24 v/s Ratio Perm 0.15 0.02 0.06 0.13 0.05 0.12 0.09 v/c Ratio 0.55 0.28 0.09 0.27 0.70 0.32 0.80 0.12 0.30 0.64 0.23 Uniform Delay, d1 17.4 23.6 22.3 20.2 29.4 12.1 22.0 16.1 12.7 20.4 16.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.59 Incremental Delay, d2 0.9 0.4 0.1 0.4 6.3 0.6 5.8 0.5 0.6 2.5 0.9 Delay (s) 18.3 23.9 22.5 20.6 35.8 12.7 27.8 16.6 12.8 22.9 27.7 Level of Service B CCCD BCBBCC Approach Delay (s) 20.2 31.2 25.5 23.3 Approach LOS CCCC Intersection Summary HCM Average Control Delay 24.4 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 11 HCM Unsignalized Intersection Capacity Analysis 1: CSU Engines Lab & College (US 287 & State 14) Recent AM Joseph Matthew J. Delich , P. E. 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) 0011036 689245 1076 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) 0011047 811286 1266 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) 722 722 pX, platoon unblocked 0.94 0.94 0.90 0.94 0.94 0.91 0.90 0.91 vC, conflicting volume 1701 2131 634 1485 2118 419 1267 839 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1394 1851 476 1164 1836 262 1182 723 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 99 99 99 cM capacity (veh/h) 93 68 480 138 69 670 526 796 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 1 5 7 540 298 6 844 423 Volume Left 01700600 Volume Right 140028001 cSH 480 341 526 1700 1700 796 1700 1700 Volume to Capacity 0.00 0.01 0.01 0.32 0.18 0.01 0.50 0.25 Queue Length 95th (ft) 01100100 Control Delay (s) 12.5 15.7 11.9 0.0 0.0 9.6 0.0 0.0 Lane LOS B C B A Approach Delay (s) 12.5 15.7 0.1 0.0 Approach LOS B C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 12 HCM Unsignalized Intersection Capacity Analysis 1: College (US 287 & State 14) & Recent PM Joseph Matthew J. Delich , P. E. 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) 0 0 6 13 0 6 5 1202 3 2 919 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 7 14 0 7 6 1336 3 2 1021 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 693 751 pX, platoon unblocked 0.76 0.76 0.96 0.76 0.76 0.74 0.96 0.74 vC, conflicting volume 1713 2377 512 1870 2377 669 1024 1339 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1461 2338 449 1668 2338 196 983 1104 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 99 69 100 99 99 100 cM capacity (veh/h) 67 27 534 47 27 599 670 463 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 7 21 6 890 449 2 681 344 Volume Left 0 14 600200 Volume Right 77003003 cSH 534 66 670 1700 1700 463 1700 1700 Volume to Capacity 0.01 0.32 0.01 0.52 0.26 0.00 0.40 0.20 Queue Length 95th (ft) 1 29 100000 Control Delay (s) 11.8 83.6 10.4 0.0 0.0 12.8 0.0 0.0 Lane LOS B F B B Approach Delay (s) 11.8 83.6 0.0 0.0 Approach LOS B F Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 13 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 14 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 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 15 APPENDIX C 16 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Short Background AM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1348 1593 1590 1593 3008 1361 1593 3008 1369 Flt Permitted 0.48 1.00 1.00 0.63 1.00 0.17 1.00 1.00 0.33 1.00 1.00 Satd. Flow (perm) 1549 1676 1348 1059 1590 279 3008 1361 546 3008 1369 Volume (vph) 168 171 154 20 96 50 82 556 44 72 841 260 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 198 201 181 24 113 59 96 654 52 85 989 306 RTOR Reduction (vph) 0 0 134 0 25 0 0 0 23 0 0 107 Lane Group Flow (vph) 198 201 47 24 147 0 96 654 29 85 989 199 Confl. Peds. (#/hr) 7 12 9 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 8% 2% 2% 8% 2% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 25.7 19.7 19.7 18.3 15.5 38.0 31.9 31.9 38.0 31.9 31.9 Effective Green, g (s) 28.5 20.7 20.7 22.3 16.5 41.5 32.9 32.9 41.5 32.9 32.9 Actuated g/C Ratio 0.36 0.26 0.26 0.28 0.21 0.52 0.41 0.41 0.52 0.41 0.41 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 687 434 349 321 328 261 1237 560 376 1237 563 v/s Ratio Prot c0.03 c0.12 0.00 0.09 c0.03 0.22 0.02 c0.33 v/s Ratio Perm 0.08 0.03 0.02 0.16 0.02 0.10 0.15 v/c Ratio 0.29 0.46 0.13 0.07 0.45 0.37 0.53 0.05 0.23 0.80 0.35 Uniform Delay, d1 17.9 25.0 22.8 21.1 27.8 11.5 17.7 14.2 10.1 20.7 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.96 0.98 Incremental Delay, d2 0.2 0.8 0.2 0.1 1.0 0.9 1.6 0.2 0.3 5.1 1.6 Delay (s) 18.2 25.8 22.9 21.2 28.7 12.4 19.3 14.3 8.2 24.9 17.5 Level of Service B CCCC BBBACB Approach Delay (s) 22.3 27.8 18.2 22.3 Approach LOS C C B C Intersection Summary HCM Average Control Delay 21.5 HCM Level of Service C HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 17 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Short Background PM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1355 1593 1585 1562 3008 1352 1562 3008 1348 Flt Permitted 0.32 1.00 1.00 0.67 1.00 0.23 1.00 1.00 0.14 1.00 1.00 Satd. Flow (perm) 1037 1676 1355 1125 1585 381 3008 1352 235 3008 1348 Volume (vph) 348 117 110 102 154 77 91 890 89 70 728 219 Peak-hour factor, PHF 0.85 0.87 0.85 0.88 0.85 0.85 0.85 0.90 0.85 0.85 0.92 0.85 Adj. Flow (vph) 409 134 129 116 181 91 107 989 105 82 791 258 RTOR Reduction (vph) 0 0 94 0 23 0 0 0 33 0 0 123 Lane Group Flow (vph) 409 134 35 116 249 0 107 989 72 82 791 135 Confl. Peds. (#/hr) 3167 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 8% 4% 4% 8% 4% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 29.5 20.5 20.5 21.7 16.1 34.5 28.8 28.8 34.3 28.7 28.7 Effective Green, g (s) 32.1 21.5 21.5 25.7 17.1 38.0 29.8 29.8 37.8 29.7 29.7 Actuated g/C Ratio 0.40 0.27 0.27 0.32 0.21 0.48 0.37 0.37 0.47 0.37 0.37 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 673 450 364 400 339 280 1120 504 221 1117 500 v/s Ratio Prot c0.08 0.08 0.02 c0.16 c0.03 c0.33 0.03 0.26 v/s Ratio Perm 0.17 0.03 0.07 0.15 0.05 0.15 0.10 v/c Ratio 0.61 0.30 0.10 0.29 0.74 0.38 0.88 0.14 0.37 0.71 0.27 Uniform Delay, d1 17.4 23.2 22.0 19.9 29.3 12.7 23.5 16.6 13.6 21.5 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.49 Incremental Delay, d2 1.6 0.4 0.1 0.4 8.0 0.9 10.2 0.6 1.0 3.5 1.2 Delay (s) 18.9 23.6 22.1 20.3 37.4 13.6 33.6 17.2 14.2 24.9 27.3 Level of Service B CCCD BCBBCC Approach Delay (s) 20.5 32.3 30.4 24.7 Approach LOS CCCC Intersection Summary HCM Average Control Delay 26.7 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 18 HCM Unsignalized Intersection Capacity Analysis 1: CSU Engines Lab & College (US 287 & State 14) Short Background AM Joseph Matthew J. Delich , P. E. 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) 0011026 752163 1171 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) 0011027 885194 1378 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) 722 722 pX, platoon unblocked 0.94 0.94 0.90 0.94 0.94 0.89 0.90 0.89 vC, conflicting volume 1844 2303 689 1605 2294 452 1379 904 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1503 1990 537 1249 1981 260 1307 767 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 99 100 cM capacity (veh/h) 77 55 437 120 56 658 471 749 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 1 4 7 590 314 4 918 460 Volume Left 01700400 Volume Right 120019001 cSH 437 263 471 1700 1700 749 1700 1700 Volume to Capacity 0.00 0.01 0.01 0.35 0.18 0.00 0.54 0.27 Queue Length 95th (ft) 01100000 Control Delay (s) 13.3 18.9 12.8 0.0 0.0 9.8 0.0 0.0 Lane LOS B C B A Approach Delay (s) 13.3 18.9 0.1 0.0 Approach LOS B C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 19 HCM Unsignalized Intersection Capacity Analysis 1: CSU Engines Lab & College (US 287 & State 14) Short Background PM Joseph Matthew J. Delich , P. E. 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) 0069045 1308 2 1 1002 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 7 10 0 4 6 1453 2 1 1113 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 693 751 pX, platoon unblocked 0.72 0.72 0.93 0.72 0.72 0.68 0.93 0.68 vC, conflicting volume 1859 2584 558 2031 2584 728 1117 1456 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1518 2528 453 1758 2529 138 1052 1203 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 99 74 100 99 99 100 cM capacity (veh/h) 58 19 516 38 19 604 613 393 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 7 14 6 969 487 1 742 374 Volume Left 0 10 600100 Volume Right 74002003 cSH 516 53 613 1700 1700 393 1700 1700 Volume to Capacity 0.01 0.27 0.01 0.57 0.29 0.00 0.44 0.22 Queue Length 95th (ft) 1 23 100000 Control Delay (s) 12.1 96.2 10.9 0.0 0.0 14.2 0.0 0.0 Lane LOS B F B B Approach Delay (s) 12.1 96.2 0.0 0.0 Approach LOS B F Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 20 APPENDIX D 21 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Short Total AM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1348 1593 1588 1593 3008 1361 1593 3008 1369 Flt Permitted 0.47 1.00 1.00 0.63 1.00 0.16 1.00 1.00 0.31 1.00 1.00 Satd. Flow (perm) 1538 1676 1348 1059 1588 275 3008 1361 518 3008 1369 Volume (vph) 175 171 154 20 96 52 82 581 44 72 846 262 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 206 201 181 24 113 61 96 684 52 85 995 308 RTOR Reduction (vph) 0 0 134 0 27 0 0 0 22 0 0 107 Lane Group Flow (vph) 206 201 47 24 147 0 96 684 30 85 995 201 Confl. Peds. (#/hr) 7 12 9 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 8% 2% 2% 8% 2% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 25.7 19.7 19.7 18.3 15.5 38.0 31.9 31.9 38.0 31.9 31.9 Effective Green, g (s) 28.5 20.7 20.7 22.3 16.5 41.5 32.9 32.9 41.5 32.9 32.9 Actuated g/C Ratio 0.36 0.26 0.26 0.28 0.21 0.52 0.41 0.41 0.52 0.41 0.41 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 684 434 349 321 328 260 1237 560 364 1237 563 v/s Ratio Prot c0.03 c0.12 0.00 0.09 c0.03 0.23 0.02 c0.33 v/s Ratio Perm 0.08 0.03 0.02 0.16 0.02 0.10 0.15 v/c Ratio 0.30 0.46 0.13 0.07 0.45 0.37 0.55 0.05 0.23 0.80 0.36 Uniform Delay, d1 18.0 25.0 22.8 21.1 27.8 11.6 17.9 14.2 10.2 20.7 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.96 0.97 Incremental Delay, d2 0.2 0.8 0.2 0.1 1.0 0.9 1.8 0.2 0.3 5.3 1.7 Delay (s) 18.2 25.8 22.9 21.2 28.7 12.5 19.7 14.4 8.4 25.2 17.5 Level of Service B CCCC BBBACB Approach Delay (s) 22.3 27.8 18.6 22.4 Approach LOS C C B C Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 22 HCM Signalized Intersection Capacity Analysis 40: Cherry & College (US 287 & State 14) Short Total PM Joseph Matthew J. Delich , P. E. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 12 12 12 12 12 12 12 12 12 Total Lost time (s) 4.0 5.0 5.0 3.0 5.0 3.0 4.5 4.5 3.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3090 1676 1355 1593 1585 1562 3008 1352 1562 3008 1348 Flt Permitted 0.32 1.00 1.00 0.67 1.00 0.22 1.00 1.00 0.14 1.00 1.00 Satd. Flow (perm) 1037 1676 1355 1125 1585 361 3008 1352 232 3008 1348 Volume (vph) 349 117 110 102 154 77 91 894 89 72 750 226 Peak-hour factor, PHF 0.85 0.87 0.85 0.88 0.85 0.85 0.85 0.90 0.85 0.85 0.92 0.85 Adj. Flow (vph) 411 134 129 116 181 91 107 993 105 85 815 266 RTOR Reduction (vph) 0 0 94 0 23 0 0 0 33 0 0 123 Lane Group Flow (vph) 411 134 35 116 249 0 107 993 72 85 815 143 Confl. Peds. (#/hr) 3167 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 8% 4% 4% 8% 4% Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 6 6 2 2 Actuated Green, G (s) 29.5 20.5 20.5 21.7 16.1 34.5 28.8 28.8 34.3 28.7 28.7 Effective Green, g (s) 32.1 21.5 21.5 25.7 17.1 38.0 29.8 29.8 37.8 29.7 29.7 Actuated g/C Ratio 0.40 0.27 0.27 0.32 0.21 0.48 0.37 0.37 0.47 0.37 0.37 Clearance Time (s) 5.0 6.0 6.0 4.0 6.0 4.0 5.5 5.5 4.0 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 673 450 364 400 339 272 1120 504 219 1117 500 v/s Ratio Prot c0.08 0.08 0.02 0.16 c0.03 c0.33 0.03 0.27 v/s Ratio Perm c0.17 0.03 0.07 0.15 0.05 0.15 0.11 v/c Ratio 0.61 0.30 0.10 0.29 0.74 0.39 0.89 0.14 0.39 0.73 0.29 Uniform Delay, d1 17.4 23.2 22.0 19.9 29.3 12.8 23.5 16.6 13.7 21.7 17.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.40 Incremental Delay, d2 1.6 0.4 0.1 0.4 8.0 0.9 10.4 0.6 1.1 3.9 1.3 Delay (s) 19.0 23.6 22.1 20.3 37.4 13.8 33.9 17.2 14.3 25.6 26.2 Level of Service B CCCD BCBBCC Approach Delay (s) 20.5 32.3 30.7 24.9 Approach LOS CCCC Intersection Summary HCM Average Control Delay 26.9 HCM Level of Service C HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.0 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 23 HCM Unsignalized Intersection Capacity Analysis 1: CSU Engines Lab & College (US 287 & State 14) Short Total AM Joseph Matthew J. Delich , P. E. 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) 0018046 7525014 1171 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) 0019057 8855916 1378 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) 722 722 pX, platoon unblocked 0.93 0.93 0.90 0.93 0.93 0.88 0.90 0.88 vC, conflicting volume 1872 2369 689 1651 2340 472 1379 944 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1534 2068 541 1296 2037 259 1308 796 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 91 100 99 99 98 cM capacity (veh/h) 71 48 436 108 50 650 471 721 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 1 14 7 590 354 16 918 460 Volume Left 097001600 Volume Right 150059001 cSH 436 149 471 1700 1700 721 1700 1700 Volume to Capacity 0.00 0.09 0.01 0.35 0.21 0.02 0.54 0.27 Queue Length 95th (ft) 08100200 Control Delay (s) 13.3 31.7 12.8 0.0 0.0 10.1 0.0 0.0 Lane LOS B D B B Approach Delay (s) 13.3 31.7 0.1 0.1 Approach LOS B D Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15 24 HCM Unsignalized Intersection Capacity Analysis 1: CSU Engines Lab & College (US 287 & State 14) Short Total PM Joseph Matthew J. Delich , P. E. 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) 0 0 6 40 0 14 5 1308 7 3 1002 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 7 44 0 16 6 1453 8 3 1113 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 693 751 pX, platoon unblocked 0.71 0.71 0.93 0.71 0.71 0.68 0.93 0.68 vC, conflicting volume 1875 2594 558 2038 2592 731 1117 1461 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1538 2544 453 1767 2541 135 1052 1208 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 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 99 0 100 97 99 99 cM capacity (veh/h) 54 19 516 37 19 605 613 390 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 7 60 6 969 492 3 742 374 Volume Left 0 44 600300 Volume Right 7 16 008003 cSH 516 49 613 1700 1700 390 1700 1700 Volume to Capacity 0.01 1.23 0.01 0.57 0.29 0.01 0.44 0.22 Queue Length 95th (ft) 1 137 100100 Control Delay (s) 12.1 338.2 10.9 0.0 0.0 14.3 0.0 0.0 Lane LOS B F B B Approach Delay (s) 12.1 338.2 0.0 0.0 Approach LOS B F Intersection Summary Average Delay 7.7 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 25 APPENDIX E 26 Vine Drive Cherry Street College Avenue Willow Street SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES 27 Pedestrian LOS Worksheet Project Location Classification: Activity Corridor 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 B B B B B 1 Actual A A A B B Old Town Fort Collins to the south Commercial Proposed A A A B B Minimum B B B B B 2 Actual A B A B B Poudre Trail to the north Recreation Proposed A B A B B Minimum 3 Actual Proposed Minimum 4 Actual Proposed Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed 28 Vine Drive Cherry Street College Avenue Willow Street SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES 29 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 Poudre Trail Recreational B A A 2 3 4 30