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SPRING CREEK FARMS NORTH SECOND FILING (TRAILS @ TIMBERLINE) - PDP - PDP120004 - REPORTS - TRAFFIC STUDY (6)
APPENDIX A Matt Delich From: "Ward Stanford" <WSTANFORD@fcgov.com> To: "Courtney Levingston" <CLevingston@fcgov.com>; "Marc Virata" <MVIRATA@fcgov.com> Cc: "'Matt Delich'" <matt@delichassoc.com>; <JohnG@Aspen-Engineer.com> Sent: Thursday, April 12, 2012 8:18 PM Subject: Spring Creek Farms North Filing 2 comments Well, they are long overdue but here are my round 1 comments for the above project. My sincere apologies for the delay. Date: 03/01/2012 Issue ID: 1 Topic: Traffic Impact Study Round: 1 Status: Active Issue: 03/01/2012: Volume for existing PM SbR turn in Fig 3 is shown as 113/115 but should be 352. Looks like the lower value was used in the Existing, Background and Long Range analysis also. Please correct. Date: 04/12/2012 Issue ID: 2 Topic: Traffic Impact Study Round: 1 Status: Active Issue: 04/12/2012: Figure 6, page 15 shows the distribution percentages on Katadin but should be on Nancy Grey. Date: 04/12/2012 Issue ID: 3 Topic: Traffic Impact Study Round: 1 Status: Active Issue: 04/12/2012: Figure 12 has a supplemental geometry shown for th Wb Rt stating Required Geometry. As I review the TIS analysis and findings I don't find a LOS failure that requires the WbRt lane to mitigate, so I question the "required" label. Please provide why it's required or I would ask that it be re-stated/labeled through out the TIS as desireable. Date: 04/12/2012 Issue ID: 4 Topic: Construction Drawings Round: I Status: Resolved Issue: 04/12/2012: Traffic Operations is in agreement with the North leg alignment of Joseph-Allen as shown on the design provided by Mr. John Gooch of Aspen Engineering. Traffic has suggested some minor striping changes to that leg of which Mr. Gooch would be providing to the developer for inclusion in the formal plans. Date: 04/12/2012 Issue ID: 5 Topic: Landscape Plans Round: 1 Status: Active Issue: 04/12/2012: Please provide a drawing including (or add to sheet L1) the west leg of the Drake & Timberline intersection giving the ability to check the sight distance from the east bound travel lanes back to the north. 1fJa'td Sta+ut Traffic Systems Engineer City of Fort Collins Traffic Operations off: 970-221-6820 fax: 970-221-6282 Page 1 of 1 4/20/2012 APPENDIX B HCM Signalized Intersection Capacity Analysis 96: Drake & Timberline 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 0.94 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) 3433 3539 1583 1770 3324 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3324 3433 3539 1560 1770 3539 1583 Volume (vph) 200 348 270 34 275 187 372 855 23 222 1013 324 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.85 0.85 Adj. Flow (vph) 235 409 318 36 289 197 423 972 26 261 1192 381 RTOR Reduction (vph) 0 0 253 0 100 000900 162 Lane Group Flow (vph) 235 409 65 36 386 0 423 972 17 261 1192 219 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 6 2 Actuated Green, G (s) 9.0 23.4 23.4 5.2 18.6 21.0 49.9 49.9 19.5 46.9 46.9 Effective Green, g (s) 10.0 24.4 24.4 6.2 19.6 22.0 50.9 50.9 20.5 47.9 47.9 Actuated g/C Ratio 0.08 0.20 0.20 0.05 0.16 0.18 0.42 0.42 0.17 0.40 0.40 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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) 286 720 322 91 543 629 1501 662 302 1413 632 v/s Ratio Prot c0.07 0.12 0.02 c0.12 0.12 c0.27 0.15 c0.34 v/s Ratio Perm 0.04 0.01 0.14 v/c Ratio 0.82 0.57 0.20 0.40 0.71 0.67 0.65 0.03 0.86 0.84 0.35 Uniform Delay, d1 54.1 43.1 39.7 55.1 47.5 45.6 27.4 20.1 48.4 32.7 25.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.85 1.15 Incremental Delay, d2 17.0 1.0 0.3 2.8 4.4 2.8 2.2 0.1 18.5 5.3 1.2 Delay (s) 71.2 44.1 40.0 57.9 51.9 48.5 29.6 20.2 62.0 33.1 30.0 Level of Service E D D E D D C C E C C Approach Delay (s) 49.4 52.3 35.1 36.6 Approach LOS DDDD Intersection Summary HCM Average Control Delay 40.5 HCM Level of Service D HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 96: Drake & Timberline Recent PM Joseph WB RT 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Volume (vph) 200 348 270 34 275 187 372 855 23 222 1013 324 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.85 0.85 Adj. Flow (vph) 235 409 318 36 289 197 423 972 26 261 1192 381 RTOR Reduction (vph) 0 0 257 0 0 167 00900 159 Lane Group Flow (vph) 235 409 61 36 289 30 423 972 17 261 1192 222 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 9.0 22.0 22.0 5.2 17.2 17.2 21.1 50.9 50.9 19.9 48.2 48.2 Effective Green, g (s) 10.0 23.0 23.0 6.2 18.2 18.2 22.1 51.9 51.9 20.9 49.2 49.2 Actuated g/C Ratio 0.08 0.19 0.19 0.05 0.15 0.15 0.18 0.43 0.43 0.17 0.41 0.41 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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 3.0 Lane Grp Cap (vph) 286 678 303 91 537 240 632 1531 675 308 1451 649 v/s Ratio Prot c0.07 c0.12 0.02 0.08 c0.12 0.27 c0.15 c0.34 v/s Ratio Perm 0.04 0.02 0.01 0.14 v/c Ratio 0.82 0.60 0.20 0.40 0.54 0.12 0.67 0.63 0.03 0.85 0.82 0.34 Uniform Delay, d1 54.1 44.3 40.8 55.1 47.0 44.0 45.5 26.6 19.5 48.0 31.5 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.87 1.12 Incremental Delay, d2 17.0 1.5 0.3 2.8 1.0 0.2 2.7 2.0 0.1 16.8 4.7 1.2 Delay (s) 71.2 45.9 41.1 57.9 48.1 44.2 48.2 28.7 19.6 60.4 31.9 28.5 Level of Service E D D E DDDCBECC Approach Delay (s) 50.5 47.3 34.3 35.3 Approach LOS DDCD Intersection Summary HCM Average Control Delay 39.4 HCM Level of Service D HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 159: Nancy Gray Ave & Timberline 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 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 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 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1583 1770 3539 1526 1769 3539 1583 Flt Permitted 0.75 1.00 0.75 1.00 0.10 1.00 1.00 0.15 1.00 1.00 Satd. Flow (perm) 1393 1583 1400 1583 183 3539 1526 284 3539 1583 Volume (vph) 33 0880138 1221 6 30 1544 3 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) 39 0990159 1436 7 35 1816 4 RTOR Reduction (vph) 0800140002001 Lane Group Flow (vph) 39 109109 1436 5 35 1816 3 Confl. Peds. (#/hr) 5 5 Turn Type Perm Perm pm+pt Perm pm+pt Perm Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 8.8 8.8 8.8 8.8 92.2 91.1 91.1 97.2 93.6 93.6 Effective Green, g (s) 9.8 9.8 9.8 9.8 96.7 92.1 92.1 101.7 94.6 94.6 Actuated g/C Ratio 0.08 0.08 0.08 0.08 0.81 0.77 0.77 0.85 0.79 0.79 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 114 129 114 129 175 2716 1171 298 2790 1248 v/s Ratio Prot 0.00 0.00 0.00 0.41 c0.00 c0.51 v/s Ratio Perm c0.03 0.01 0.04 0.00 0.10 0.00 v/c Ratio 0.34 0.01 0.08 0.01 0.05 0.53 0.00 0.12 0.65 0.00 Uniform Delay, d1 52.1 50.6 50.9 50.6 4.1 5.5 3.3 2.8 5.5 2.7 Progression Factor 1.00 1.00 1.00 1.00 0.13 0.19 0.01 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.0 0.3 0.0 0.1 0.6 0.0 0.2 1.2 0.0 Delay (s) 53.8 50.6 51.2 50.7 0.6 1.6 0.0 3.0 6.7 2.7 Level of Service D D D D AAAAAA Approach Delay (s) 53.2 50.9 1.6 6.6 Approach LOS D D A A Intersection Summary HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Charles Brockman & Timberline 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 29 0 0 14 11 1221 9 20 1530 10 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 32 0 0 16 12 1357 10 22 1700 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.75 0.75 0.75 0.75 0.75 0.75 vC, conflicting volume 2468 3141 856 2308 3137 678 1711 1367 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2621 3513 483 2408 3507 678 1617 1367 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 92 100 100 96 96 96 cM capacity (veh/h) 8 4 400 11 4 394 301 498 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 32 16 12 678 678 10 22 1133 578 Volume Left 0 0 12 0 0 0 22 0 0 Volume Right 32 16 0 0 0 10 0 0 11 cSH 400 394 301 1700 1700 1700 498 1700 1700 Volume to Capacity 0.08 0.04 0.04 0.40 0.40 0.01 0.04 0.67 0.34 Queue Length 95th (ft) 733000300 Control Delay (s) 14.8 14.5 17.5 0.0 0.0 0.0 12.6 0.0 0.0 Lane LOS B B C B Approach Delay (s) 14.8 14.5 0.2 0.2 Approach LOS B B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2: Drake & Sagebrush Recent PM Joseph Matthew J. Delich , P. E. Movement EBT EBR WBL WBT NBL NBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 808 21 13 958 28 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 898 23 14 1064 31 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked vC, conflicting volume 921 1471 461 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 921 1471 461 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 73 98 cM capacity (veh/h) 737 116 548 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 599 323 14 532 532 42 Volume Left 0 0 14 0 0 31 Volume Right 0 23 0 0 0 11 cSH 1700 1700 737 1700 1700 146 Volume to Capacity 0.35 0.19 0.02 0.31 0.31 0.29 Queue Length 95th (ft) 0010028 Control Delay (s) 0.0 0.0 10.0 0.0 0.0 39.4 Lane LOS A E Approach Delay (s) 0.0 0.1 39.4 Approach LOS E Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 APPENDIX C HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 0.94 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) 3433 3539 1583 1770 3328 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3328 3433 3539 1560 1770 3539 1583 Volume (vph) 275 397 291 51 315 209 412 987 41 259 1146 379 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.86 0.85 Adj. Flow (vph) 324 467 342 54 332 220 468 1122 47 305 1333 446 RTOR Reduction (vph) 0 0 270 0 93 0 0 0 14 0 0 189 Lane Group Flow (vph) 324 467 72 54 459 0 468 1122 33 305 1333 257 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 6 2 Actuated Green, G (s) 12.0 24.1 24.1 7.8 18.9 19.0 43.5 43.5 22.6 45.6 45.6 Effective Green, g (s) 13.0 25.1 25.1 8.8 19.9 20.0 44.5 44.5 23.6 46.6 46.6 Actuated g/C Ratio 0.11 0.21 0.21 0.07 0.17 0.17 0.37 0.37 0.20 0.39 0.39 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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) 372 740 331 130 552 572 1312 579 348 1374 615 v/s Ratio Prot c0.09 0.13 0.03 c0.14 0.14 c0.32 0.17 c0.38 v/s Ratio Perm 0.05 0.02 0.16 v/c Ratio 0.87 0.63 0.22 0.42 0.83 0.82 0.86 0.06 0.88 0.97 0.42 Uniform Delay, d1 52.7 43.2 39.3 53.1 48.4 48.2 34.8 24.3 46.8 36.0 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.79 0.85 Incremental Delay, d2 19.4 1.8 0.3 2.1 10.4 8.9 7.3 0.2 16.1 14.6 1.5 Delay (s) 72.1 45.0 39.6 55.3 58.8 57.1 42.1 24.5 56.1 42.9 24.4 Level of Service E D D E E E D C E D C Approach Delay (s) 51.1 58.5 45.9 40.8 Approach LOS D E D D Intersection Summary HCM Average Control Delay 46.4 HCM Level of Service D HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline Short Background PM Joseph WB RT 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Volume (vph) 275 397 291 51 315 209 412 987 41 259 1146 379 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.86 0.85 Adj. Flow (vph) 324 467 342 54 332 220 468 1122 47 305 1333 446 RTOR Reduction (vph) 0 0 276 0 0 188 0 0 13 0 0 174 Lane Group Flow (vph) 324 467 66 54 332 32 468 1122 34 305 1333 272 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 12.0 22.0 22.0 7.6 16.6 16.6 19.0 45.4 45.4 23.0 47.9 47.9 Effective Green, g (s) 13.0 23.0 23.0 8.6 17.6 17.6 20.0 46.4 46.4 24.0 48.9 48.9 Actuated g/C Ratio 0.11 0.19 0.19 0.07 0.15 0.15 0.17 0.39 0.39 0.20 0.41 0.41 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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 3.0 Lane Grp Cap (vph) 372 678 303 127 519 232 572 1368 603 354 1442 645 v/s Ratio Prot c0.09 c0.13 0.03 0.09 0.14 c0.32 0.17 c0.38 v/s Ratio Perm 0.04 0.02 0.02 0.17 v/c Ratio 0.87 0.69 0.22 0.43 0.64 0.14 0.82 0.82 0.06 0.86 0.92 0.42 Uniform Delay, d1 52.7 45.2 40.9 53.3 48.2 44.6 48.2 33.1 23.1 46.4 33.8 25.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.76 0.71 Incremental Delay, d2 19.4 2.9 0.4 2.3 2.6 0.3 8.9 5.6 0.2 14.8 9.0 1.5 Delay (s) 72.1 48.1 41.3 55.6 50.8 44.9 57.1 38.7 23.2 54.2 34.6 19.5 Level of Service E D D E D D E DCDCB Approach Delay (s) 52.9 49.1 43.5 34.3 Approach LOS DDDC Intersection Summary HCM Average Control Delay 42.5 HCM Level of Service D HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Nancy Gray Ave & Timberline 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 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 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 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.87 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1617 1770 1615 1770 3539 1526 1770 3539 1583 Flt Permitted 0.73 1.00 0.72 1.00 0.06 1.00 1.00 0.11 1.00 1.00 Satd. Flow (perm) 1357 1617 1349 1615 114 3539 1526 205 3539 1583 Volume (vph) 68 5 37 58 4 33 26 1345 46 102 1716 3 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) 80 6 44 68 5 39 31 1582 54 120 2019 4 RTOR Reduction (vph) 0 39 0 0 35 0 0 0 11 0 0 1 Lane Group Flow (vph) 80 11 0 68 9 0 31 1582 43 120 2019 3 Confl. Peds. (#/hr) 5 5 Turn Type Perm Perm pm+pt Perm pm+pt Perm Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 12.0 12.0 12.0 12.0 87.1 83.7 83.7 95.5 88.1 88.1 Effective Green, g (s) 13.0 13.0 13.0 13.0 91.6 84.7 84.7 99.0 89.1 89.1 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.76 0.71 0.71 0.82 0.74 0.74 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 175 146 175 148 2498 1077 284 2628 1175 v/s Ratio Prot 0.01 0.01 0.01 0.45 c0.03 c0.57 v/s Ratio Perm c0.06 0.05 0.15 0.03 0.32 0.00 v/c Ratio 0.54 0.06 0.47 0.05 0.21 0.63 0.04 0.42 0.77 0.00 Uniform Delay, d1 50.7 48.0 50.2 48.0 9.4 9.4 5.3 7.4 9.3 4.0 Progression Factor 1.00 1.00 1.00 1.00 1.90 0.23 0.04 1.00 1.00 1.00 Incremental Delay, d2 4.1 0.1 2.3 0.1 0.4 0.7 0.0 1.0 2.2 0.0 Delay (s) 54.8 48.2 52.6 48.1 18.2 2.9 0.2 8.4 11.5 4.0 Level of Service D D D D BAAABA Approach Delay (s) 52.2 50.8 3.1 11.3 Approach LOS D D A B Intersection Summary HCM Average Control Delay 10.3 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Charles Brockman & Timberline 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) 0 0 29 0 0 20 11 1397 31 46 1755 10 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 32 0 0 22 12 1552 34 51 1950 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.62 0.62 0.62 0.62 0.62 0.62 vC, conflicting volume 2881 3669 981 2686 3640 776 1961 1587 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3428 4706 347 3113 4659 776 1937 1587 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 92 100 100 93 93 88 cM capacity (veh/h) 1 0 400 2 0 340 185 410 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 32 22 12 776 776 34 51 1300 661 Volume Left 0 0 12 0 0 0 51 0 0 Volume Right 32 22 0 0 0 34 0 0 11 cSH 400 340 185 1700 1700 1700 410 1700 1700 Volume to Capacity 0.08 0.07 0.07 0.46 0.46 0.02 0.12 0.76 0.39 Queue Length 95th (ft) 7550001100 Control Delay (s) 14.8 16.3 25.9 0.0 0.0 0.0 15.0 0.0 0.0 Lane LOS B C D C Approach Delay (s) 14.8 16.3 0.2 0.4 Approach LOS B C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Sagebrush Short Background PM Joseph Matthew J. Delich , P. E. Movement EBT EBR WBL WBT NBL NBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 953 21 13 1093 28 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 1059 23 14 1214 31 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked vC, conflicting volume 1082 1707 541 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1082 1707 541 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 61 98 cM capacity (veh/h) 640 80 485 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 706 376 14 607 607 42 Volume Left 0 0 14 0 0 31 Volume Right 0 23 0 0 0 11 cSH 1700 1700 640 1700 1700 103 Volume to Capacity 0.42 0.22 0.02 0.36 0.36 0.41 Queue Length 95th (ft) 0020043 Control Delay (s) 0.0 0.0 10.8 0.0 0.0 62.4 Lane LOS B F Approach Delay (s) 0.0 0.1 62.4 Approach LOS F Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 APPENDIX D HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline Long Bkgd 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 5085 1560 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3433 5085 1560 3433 5085 1583 Volume (vph) 400 490 340 80 390 255 485 1235 70 325 1410 470 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 421 516 358 84 411 268 511 1300 74 342 1484 495 RTOR Reduction (vph) 0 0 278 0 0 228 0 0 26 0 0 187 Lane Group Flow (vph) 421 516 80 84 411 40 511 1300 48 342 1484 308 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 15.9 25.9 25.9 7.8 16.8 16.8 25.0 47.9 47.9 16.4 37.8 37.8 Effective Green, g (s) 16.9 26.9 26.9 8.8 17.8 17.8 26.0 48.9 48.9 17.4 38.8 38.8 Actuated g/C Ratio 0.14 0.22 0.22 0.07 0.15 0.15 0.22 0.41 0.41 0.14 0.32 0.32 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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 3.0 Lane Grp Cap (vph) 483 793 355 130 525 235 744 2072 636 498 1644 512 v/s Ratio Prot c0.12 0.15 0.05 c0.12 c0.15 0.26 0.10 c0.29 v/s Ratio Perm 0.05 0.03 0.03 0.19 v/c Ratio 0.87 0.65 0.23 0.65 0.78 0.17 0.69 0.63 0.08 0.69 0.90 0.60 Uniform Delay, d1 50.5 42.3 38.0 54.1 49.2 44.6 43.3 28.3 21.7 48.7 38.8 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.79 0.72 Incremental Delay, d2 15.7 1.9 0.3 10.5 7.5 0.3 2.6 1.5 0.2 3.1 7.0 4.1 Delay (s) 66.2 44.2 38.4 64.6 56.7 45.0 45.9 29.7 22.0 42.6 37.7 28.6 Level of Service E D D E E DDCCDDC Approach Delay (s) 49.8 53.5 33.8 36.5 Approach LOS DDCD Intersection Summary HCM Average Control Delay 40.5 HCM Level of Service D HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Nancy Gray Ave & Timberline Long Bkgd 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 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.5 3.0 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.87 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1633 1770 1622 1770 5029 1770 5084 Flt Permitted 0.71 1.00 0.69 1.00 0.06 1.00 0.07 1.00 Satd. Flow (perm) 1314 1633 1278 1622 114 5029 138 5084 Volume (vph) 120 15 70 135 10 65 55 1655 105 210 2065 5 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 126 16 74 142 11 68 58 1742 111 221 2174 5 RTOR Reduction (vph) 0 63 0 0 57 0040000 Lane Group Flow (vph) 126 27 0 142 22 0 58 1849 0 221 2179 0 Confl. Peds. (#/hr) 5 5 Turn Type Perm Perm pm+pt pm+pt Protected Phases 4 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 17.6 17.6 17.6 17.6 76.9 71.6 89.9 80.6 Effective Green, g (s) 18.6 18.6 18.6 18.6 81.4 72.6 93.4 81.6 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.68 0.60 0.78 0.68 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 6.5 4.0 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 253 198 251 164 3043 315 3457 v/s Ratio Prot 0.02 0.01 0.02 0.37 c0.09 0.43 v/s Ratio Perm 0.10 c0.11 0.22 c0.46 v/c Ratio 0.62 0.11 0.72 0.09 0.35 0.61 0.70 0.63 Uniform Delay, d1 47.4 43.6 48.2 43.4 8.2 14.8 26.3 10.8 Progression Factor 1.00 1.00 1.00 1.00 2.17 0.71 1.00 1.00 Incremental Delay, d2 5.5 0.2 11.7 0.1 1.0 0.7 6.9 0.9 Delay (s) 52.8 43.8 59.9 43.6 18.8 11.1 33.2 11.6 Level of Service D D E D B B C B Approach Delay (s) 49.1 54.1 11.4 13.6 Approach LOS D D B B Intersection Summary HCM Average Control Delay 16.2 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Charles Brockman & Timberline Long Bkgd 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 30 0 0 30 10 1785 65 85 2175 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 32 0 0 32 11 1879 68 89 2289 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.75 0.75 0.75 0.75 0.75 0.75 vC, conflicting volume 3153 4442 768 2908 4413 661 2300 1947 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3202 4910 44 2878 4872 661 2073 1947 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 96 100 100 92 95 70 cM capacity (veh/h) 2 0 768 4 0 405 200 297 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 32 32 11 752 752 444 89 916 916 468 Volume Left 0 0 11 0 0 0 89 0 0 0 Volume Right 32 32 0 0 0 68 0 0 0 11 cSH 768 405 200 1700 1700 1700 297 1700 1700 1700 Volume to Capacity 0.04 0.08 0.05 0.44 0.44 0.26 0.30 0.54 0.54 0.28 Queue Length 95th (ft) 36400031000 Control Delay (s) 9.9 14.6 24.0 0.0 0.0 0.0 22.3 0.0 0.0 0.0 Lane LOS A B C C Approach Delay (s) 9.9 14.6 0.1 0.8 Approach LOS A B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Sagebrush Long Bkgd PM Joseph Matthew J. Delich , P. E. Movement EBT EBR WBL WBT NBL NBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1220 20 15 1330 30 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 1284 21 16 1400 32 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked 0.90 vC, conflicting volume 1305 2026 653 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1305 2029 653 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 27 97 cM capacity (veh/h) 526 43 410 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 856 449 16 700 700 42 Volume Left 0 0 16 0 0 32 Volume Right 0 21 0 0 0 11 cSH 1700 1700 526 1700 1700 56 Volume to Capacity 0.50 0.26 0.03 0.41 0.41 0.75 Queue Length 95th (ft) 0020080 Control Delay (s) 0.0 0.0 12.1 0.0 0.0 172.2 Lane LOS B F Approach Delay (s) 0.0 0.1 172.2 Approach LOS F Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 APPENDIX E HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 0.94 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) 3433 3539 1583 1770 3331 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3331 3433 3539 1560 1770 3539 1583 Volume (vph) 278 398 293 51 331 213 439 993 41 268 1161 386 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.86 0.85 Adj. Flow (vph) 327 468 345 54 348 224 499 1128 47 315 1350 454 RTOR Reduction (vph) 0 0 272 0 86 0 0 0 14 0 0 186 Lane Group Flow (vph) 327 468 73 54 486 0 499 1128 33 315 1350 268 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 6 2 Actuated Green, G (s) 12.0 24.4 24.4 7.8 19.2 19.0 42.8 42.8 23.0 45.3 45.3 Effective Green, g (s) 13.0 25.4 25.4 8.8 20.2 20.0 43.8 43.8 24.0 46.3 46.3 Actuated g/C Ratio 0.11 0.21 0.21 0.07 0.17 0.17 0.36 0.36 0.20 0.39 0.39 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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) 372 749 335 130 561 572 1292 569 354 1365 611 v/s Ratio Prot c0.10 0.13 0.03 c0.15 0.15 c0.32 0.18 c0.38 v/s Ratio Perm 0.05 0.02 0.17 v/c Ratio 0.88 0.62 0.22 0.42 0.87 0.87 0.87 0.06 0.89 0.99 0.44 Uniform Delay, d1 52.7 43.0 39.1 53.1 48.6 48.8 35.5 24.7 46.7 36.6 27.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.76 0.74 Incremental Delay, d2 20.3 1.6 0.3 2.1 13.2 13.7 8.4 0.2 17.0 17.8 1.6 Delay (s) 73.0 44.6 39.4 55.3 61.7 62.5 43.9 24.9 56.7 45.4 21.8 Level of Service E D D E E E D C E D C Approach Delay (s) 51.2 61.2 48.9 42.1 Approach LOS D E D D Intersection Summary HCM Average Control Delay 48.1 HCM Level of Service D HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline Short Total PM Joseph WB RT 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3433 3539 1560 1770 3539 1583 Volume (vph) 278 398 293 51 331 213 439 993 41 268 1161 386 Peak-hour factor, PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.88 0.88 0.88 0.85 0.86 0.85 Adj. Flow (vph) 327 468 345 54 348 224 499 1128 47 315 1350 454 RTOR Reduction (vph) 0 0 278 0 0 191 0 0 14 0 0 171 Lane Group Flow (vph) 327 468 67 54 348 33 499 1128 33 315 1350 283 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 12.0 22.2 22.2 7.6 16.8 16.8 19.0 44.8 44.8 23.4 47.7 47.7 Effective Green, g (s) 13.0 23.2 23.2 8.6 17.8 17.8 20.0 45.8 45.8 24.4 48.7 48.7 Actuated g/C Ratio 0.11 0.19 0.19 0.07 0.15 0.15 0.17 0.38 0.38 0.20 0.41 0.41 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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 3.0 Lane Grp Cap (vph) 372 684 306 127 525 235 572 1351 595 360 1436 642 v/s Ratio Prot c0.10 c0.13 0.03 0.10 0.15 c0.32 0.18 c0.38 v/s Ratio Perm 0.04 0.02 0.02 0.18 v/c Ratio 0.88 0.68 0.22 0.43 0.66 0.14 0.87 0.83 0.06 0.88 0.94 0.44 Uniform Delay, d1 52.7 45.0 40.8 53.3 48.3 44.5 48.8 33.7 23.4 46.3 34.2 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.76 0.68 Incremental Delay, d2 20.3 2.8 0.4 2.3 3.1 0.3 13.7 6.2 0.2 16.3 10.7 1.7 Delay (s) 73.0 47.8 41.1 55.6 51.4 44.7 62.5 39.9 23.6 55.8 36.9 19.3 Level of Service E D D E D D E D C E D B Approach Delay (s) 53.0 49.4 46.2 35.9 Approach LOS DDDD Intersection Summary HCM Average Control Delay 44.0 HCM Level of Service D HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Nancy Gray Ave & Timberline 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 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 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 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.87 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1617 1770 1615 1770 3539 1526 1770 3539 1583 Flt Permitted 0.73 1.00 0.72 1.00 0.05 1.00 1.00 0.10 1.00 1.00 Satd. Flow (perm) 1357 1617 1349 1615 93 3539 1526 195 3539 1583 Volume (vph) 88 5 37 58 4 33 26 1348 46 102 1763 3 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) 104 6 44 68 5 39 31 1586 54 120 2074 4 RTOR Reduction (vph) 0 38 0 0 34 0 0 0 12 0 0 1 Lane Group Flow (vph) 104 12 0 68 10 0 31 1586 42 120 2074 3 Confl. Peds. (#/hr) 5 5 Turn Type Perm Perm pm+pt Perm pm+pt Perm Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 14.1 14.1 14.1 14.1 84.9 81.5 81.5 93.4 86.0 86.0 Effective Green, g (s) 15.1 15.1 15.1 15.1 89.4 82.5 82.5 96.9 87.0 87.0 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.75 0.69 0.69 0.81 0.72 0.72 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 171 203 170 203 131 2433 1049 274 2566 1148 v/s Ratio Prot 0.01 0.01 0.01 0.45 c0.03 c0.59 v/s Ratio Perm c0.08 0.05 0.17 0.03 0.32 0.00 v/c Ratio 0.61 0.06 0.40 0.05 0.24 0.65 0.04 0.44 0.81 0.00 Uniform Delay, d1 49.6 46.2 48.3 46.1 12.4 10.6 6.0 8.7 11.0 4.5 Progression Factor 1.00 1.00 1.00 1.00 2.02 0.29 0.07 1.00 1.00 1.00 Incremental Delay, d2 6.0 0.1 1.5 0.1 0.5 0.8 0.0 1.1 2.9 0.0 Delay (s) 55.7 46.3 49.8 46.2 25.5 3.9 0.4 9.8 13.8 4.6 Level of Service E D D D C AAABA Approach Delay (s) 52.6 48.4 4.2 13.6 Approach LOS D D A B Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Charles Brockman & Timberline 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 29 0 0 20 21 1400 31 46 1794 18 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 32 0 0 22 23 1556 34 51 1993 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.56 0.56 0.56 0.56 0.56 0.56 vC, conflicting volume 2952 3742 1007 2733 3718 778 2013 1590 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3711 5131 215 3318 5087 778 2024 1590 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 93 100 100 93 85 87 cM capacity (veh/h) 1 0 440 1 0 339 154 409 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 32 22 23 778 778 34 51 1329 684 Volume Left 0 0 23 0 0 0 51 0 0 Volume Right 32 22 0 0 0 34 0 0 20 cSH 440 339 154 1700 1700 1700 409 1700 1700 Volume to Capacity 0.07 0.07 0.15 0.46 0.46 0.02 0.13 0.78 0.40 Queue Length 95th (ft) 6 5 13 0 0 0 11 0 0 Control Delay (s) 13.8 16.4 32.5 0.0 0.0 0.0 15.1 0.0 0.0 Lane LOS B C D C Approach Delay (s) 13.8 16.4 0.5 0.4 Approach LOS B C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Joseph Allen 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 Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 34 953 21 13 1093 50 28 0 10 6 0 17 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) 38 1059 23 14 1214 56 31 0 11 7 0 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked vC, conflicting volume 1270 1082 1801 2445 541 1859 2401 607 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1270 1082 1801 2445 541 1859 2401 607 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 98 30 100 98 84 100 96 cM capacity (veh/h) 543 640 45 28 485 41 30 439 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 Volume Total 38 706 376 14 607 607 56 42 26 Volume Left 38 0 0 14 0 0 0 31 7 Volume Right 0 0 23 0 0 0 56 11 19 cSH 543 1700 1700 640 1700 1700 1700 59 125 Volume to Capacity 0.07 0.42 0.22 0.02 0.36 0.36 0.03 0.72 0.21 Queue Length 95th (ft) 60020007718 Control Delay (s) 12.1 0.0 0.0 10.8 0.0 0.0 0.0 158.3 41.2 Lane LOS B B F E Approach Delay (s) 0.4 0.1 158.3 41.2 Approach LOS F E Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Joseph Allen 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 Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 34 953 21 13 1093 50 28 0 10 6 0 17 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) 38 1059 23 14 1214 56 31 0 11 7 0 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked vC, conflicting volume 1270 1082 1801 2445 541 1859 2401 607 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1270 1082 1801 2445 541 1859 2401 607 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 98 30 100 98 84 100 96 cM capacity (veh/h) 543 640 45 28 485 41 30 439 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 SB 1 SB 2 Volume Total 38 706 376 14 607 607 56 31 11 7 19 Volume Left 38 0 0 14 0 0 0 31 0 7 0 Volume Right 0 0 23 0 0 0 56 0 11 0 19 cSH 543 1700 1700 640 1700 1700 1700 45 485 41 439 Volume to Capacity 0.07 0.42 0.22 0.02 0.36 0.36 0.03 0.70 0.02 0.16 0.04 Queue Length 95th (ft) 6002000672133 Control Delay (s) 12.1 0.0 0.0 10.8 0.0 0.0 0.0 191.1 12.6 108.9 13.6 Lane LOS B B F B F B Approach Delay (s) 0.4 0.1 144.2 38.4 Approach LOS F E Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: Right-in/Right-out & Timberline Short Total PM Joseph Matthew J. Delich , P. E. Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 24 0 1452 1791 32 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 27 0 1613 1990 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 689 1310 pX, platoon unblocked 0.67 0.52 0.52 vC, conflicting volume 2814 1013 2026 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1879 100 2049 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 100 cM capacity (veh/h) 42 486 141 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 27 807 807 1327 699 Volume Left 00000 Volume Right 27 0 0 0 36 cSH 486 1700 1700 1700 1700 Volume to Capacity 0.05 0.47 0.47 0.78 0.41 Queue Length 95th (ft) 40000 Control Delay (s) 12.8 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 12.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 APPENDIX F HCM Signalized Intersection Capacity Analysis 1: Drake & Timberline Long 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 Total Lost time (s) 4.0 6.5 6.5 3.0 6.5 6.5 4.0 5.5 5.5 3.0 6.0 6.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 5085 1560 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3433 5085 1560 3433 5085 1583 Volume (vph) 405 495 345 80 415 265 525 1255 70 350 1455 475 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 426 521 363 84 437 279 553 1321 74 368 1532 500 RTOR Reduction (vph) 0 0 281 0 0 237 0 0 26 0 0 183 Lane Group Flow (vph) 426 521 82 84 437 42 553 1321 48 368 1532 317 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 16.0 26.2 26.2 7.8 17.0 17.0 25.0 47.0 47.0 17.0 37.5 37.5 Effective Green, g (s) 17.0 27.2 27.2 8.8 18.0 18.0 26.0 48.0 48.0 18.0 38.5 38.5 Actuated g/C Ratio 0.14 0.23 0.23 0.07 0.15 0.15 0.22 0.40 0.40 0.15 0.32 0.32 Clearance Time (s) 5.0 7.5 7.5 4.0 7.5 7.5 5.0 6.5 6.5 4.0 7.0 7.0 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 3.0 Lane Grp Cap (vph) 486 802 359 130 531 237 744 2034 624 515 1631 508 v/s Ratio Prot c0.12 0.15 0.05 c0.12 c0.16 0.26 0.11 c0.30 v/s Ratio Perm 0.05 0.03 0.03 0.20 v/c Ratio 0.88 0.65 0.23 0.65 0.82 0.18 0.74 0.65 0.08 0.71 0.94 0.62 Uniform Delay, d1 50.5 42.1 37.8 54.1 49.5 44.5 43.9 29.2 22.3 48.6 39.6 34.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.77 0.62 Incremental Delay, d2 16.1 1.8 0.3 10.5 10.0 0.4 4.0 1.6 0.2 3.6 9.7 4.4 Delay (s) 66.6 43.9 38.2 64.6 59.4 44.9 47.9 30.8 22.5 43.8 40.1 26.0 Level of Service E D D E E DDCCDDC Approach Delay (s) 49.7 54.9 35.3 37.8 Approach LOS DDDD Intersection Summary HCM Average Control Delay 41.6 HCM Level of Service D HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Nancy Gray Ave & Timberline Long 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 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.5 3.0 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.87 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1628 1770 1622 1770 5029 1770 5075 Flt Permitted 0.71 1.00 0.57 1.00 0.05 1.00 0.07 1.00 Satd. Flow (perm) 1314 1628 1070 1622 101 5029 133 5075 Volume (vph) 145 20 105 135 10 65 60 1660 105 210 2125 30 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 153 21 111 142 11 68 63 1747 111 221 2237 32 RTOR Reduction (vph) 0 93 0 0 57 0040010 Lane Group Flow (vph) 153 40 0 142 22 0 63 1854 0 221 2268 0 Confl. Peds. (#/hr) 5 5 Turn Type Perm Perm pm+pt pm+pt Protected Phases 4 8 1 6 5 2 Permitted Phases 4862 Actuated Green, G (s) 19.0 19.0 19.0 19.0 75.5 70.1 88.5 79.1 Effective Green, g (s) 20.0 20.0 20.0 20.0 80.0 71.1 92.0 80.1 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.67 0.59 0.77 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 6.5 4.0 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 219 271 178 270 156 2980 312 3388 v/s Ratio Prot 0.02 0.01 0.02 0.37 c0.09 0.45 v/s Ratio Perm 0.12 c0.13 0.25 c0.45 v/c Ratio 0.70 0.15 0.80 0.08 0.40 0.62 0.71 0.67 Uniform Delay, d1 47.2 42.7 48.1 42.2 9.9 15.8 27.4 12.0 Progression Factor 1.00 1.00 1.00 1.00 1.88 0.71 1.00 1.00 Incremental Delay, d2 9.3 0.2 21.5 0.1 1.2 0.7 7.2 1.1 Delay (s) 56.5 43.0 69.5 42.4 19.8 11.9 34.6 13.1 Level of Service E D E D B B C B Approach Delay (s) 50.2 59.8 12.1 15.0 Approach LOS D E B B Intersection Summary HCM Average Control Delay 17.9 HCM Level of Service B HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Charles Brockman & Timberline Long 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 40 0 0 30 35 1795 65 85 2245 35 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 42 0 0 32 37 1889 68 89 2363 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.73 0.73 0.73 0.73 0.73 0.73 vC, conflicting volume 3296 4592 806 3006 4576 664 2400 1958 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3407 5194 0 3008 5172 664 2173 1958 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 95 100 100 92 79 70 cM capacity (veh/h) 1 0 787 3 0 403 176 294 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 42 32 37 756 756 446 89 945 945 509 Volume Left 0 0 37 0 0 0 89 0 0 0 Volume Right 42 32 0 0 0 68 0 0 0 37 cSH 787 403 176 1700 1700 1700 294 1700 1700 1700 Volume to Capacity 0.05 0.08 0.21 0.44 0.44 0.26 0.30 0.56 0.56 0.30 Queue Length 95th (ft) 4 6 19 0 0 0 31 0 0 0 Control Delay (s) 9.8 14.7 30.9 0.0 0.0 0.0 22.5 0.0 0.0 0.0 Lane LOS A B D C Approach Delay (s) 9.8 14.7 0.6 0.8 Approach LOS A B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Joseph Allen Long 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 Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 60 1220 20 15 1330 70 30 0 10 15 0 55 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 63 1284 21 16 1400 74 32 0 11 16 0 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.89 vC, conflicting volume 1474 1305 2211 2926 653 2211 2863 700 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1411 1305 2236 3036 653 2236 2966 546 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 85 97 0 100 97 10 100 87 cM capacity (veh/h) 428 526 16 9 410 18 10 431 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 Volume Total 63 856 449 16 700 700 74 42 74 Volume Left 63 0 0 16 0 0 0 32 16 Volume Right 0 0 21 0 0 0 74 11 58 cSH 428 1700 1700 526 1700 1700 1700 21 71 Volume to Capacity 0.15 0.50 0.26 0.03 0.41 0.41 0.04 2.04 1.03 Queue Length 95th (ft) 13 002000 138 135 Control Delay (s) 14.9 0.0 0.0 12.1 0.0 0.0 0.0 879.5 215.4 Lane LOS B B F F Approach Delay (s) 0.7 0.1 879.5 215.4 Approach LOS F F Intersection Summary Average Delay 18.2 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Drake & Joseph Allen Long 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 Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 60 1220 20 15 1330 70 30 0 10 15 0 55 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 63 1284 21 16 1400 74 32 0 11 16 0 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 709 pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.89 vC, conflicting volume 1474 1305 2211 2926 653 2211 2863 700 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1411 1305 2236 3036 653 2236 2966 546 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 85 97 0 100 97 10 100 87 cM capacity (veh/h) 428 526 16 9 410 18 10 431 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 SB 1 SB 2 Volume Total 63 856 449 16 700 700 74 32 11 16 58 Volume Left 63 0 0 16 0 0 0 32 0 16 0 Volume Right 0 0 21 0 0 0 74 0 11 0 58 cSH 428 1700 1700 526 1700 1700 1700 16 410 18 431 Volume to Capacity 0.15 0.50 0.26 0.03 0.41 0.41 0.04 2.02 0.03 0.90 0.13 Queue Length 95th (ft) 13 002000 11425812 Control Delay (s) 14.9 0.0 0.0 12.1 0.0 0.0 0.0 975.7 14.0 474.3 14.6 Lane LOS B B F B F B Approach Delay (s) 0.7 0.1 735.3 113.2 Approach LOS F F Intersection Summary Average Delay 13.6 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Right-in/Right-out & Timberline Long Total PM Joseph Matthew J. Delich , P. E. Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 25 0 1895 2255 30 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 26 0 1995 2374 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 639 pX, platoon unblocked 0.79 vC, conflicting volume 3054 807 2405 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3069 807 2405 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 92 100 cM capacity (veh/h) 8 324 196 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 26 665 665 665 949 949 506 Volume Left 0000000 Volume Right 26 0000032 cSH 324 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.08 0.39 0.39 0.39 0.56 0.56 0.30 Queue Length 95th (ft) 7000000 Control Delay (s) 17.1 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 17.1 0.0 0.0 Approach LOS C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 APPENDIX G TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES Spring Creek Farm TIS, January 2012 Page 15 Timberline Road Drake Road Charles Brockman Katadin Drive Drive Sagebrush Drive Nancy Gray Avenue SITE 35%/35% 0%/5% 15%/10% 25%/25% 25%/25% Residential/Office APPENDIX H EXISTING GEOMETRY Figure 2 DELICH ASSOCIATES Spring Creek Farm TIS, January 2012 Page 4 Drake Road Charles Brockman Katadin Drive Drive Sagebrush Drive Nancy Gray Avenue Timberline Road - Denotes Lane Recommended Geometry per LCUASS Fig. 8-4 DELICH Spring Creek Farm TIS, January 2012 ASSOCIATES Page 27 Using the traffic volumes shown in Figure 11, the Timberline/Drake, Timberline/Nancy Gray, Timberline/Charles Brockman-Katadin, Drake/Sagebrush- Joseph Allen, and Timberline/Right-in/Right-out intersections operate in the long range (2030) total traffic future as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. The key intersections will operate acceptably. At the Drake/Sagebrush-Joseph Allen intersection the calculated delay for the northbound and southbound approaches was commensurate with level of service F in the morning and afternoon peak hours with all northbound and southbound movements combined into a single lane. Since the longest delays at unsignalized intersections along arterial streets are associated with the minor street left turns, provision of left-turn lanes will allow the right turns on these legs to have significantly less delay. With minor street left-turn lanes at the Drake/Sagebrush-Joseph Allen intersection the calculated delay for the northbound and southbound approaches was commensurate with level of service F in the morning and afternoon peak hours. This is considered to be normal and acceptable during the peak hours at stop sign controlled intersections along arterial streets. Geometry Figure 12 shows a schematic of the required short range (2017) geometry. This is the existing geometry at the Timberline/Nancy Gray, and Timberline/Charles Brockman- Katadin intersections. At the Timberline/Drake intersection a westbound right-turn lane is recommended per LCUASS Figure 8-4 with the current traffic. However, the Timberline/Drake intersection operates acceptably without it and the Spring Creek Farm Development adds little traffic to this movement. At the Drake/Sagebrush-Joseph Allen intersection it is recommended that the Sagebrush Drive-Joseph Allen Drive legs have a northbound and southbound left-turn lane and a northbound and southbound through/right-turn lane. A westbound right-turn lane is also required at this intersection. At the Timberline/Right-in/Right-out intersection a southbound right-turn lane is not required. Figure 13 shows a schematic of the long range (2030) geometry. The geometry at the Timberline/Drake, Timberline/Nancy Gray, Timberline/Charles Brockman-Katadin, Drake/Sagebrush-Joseph Allen, and Timberline/Right-in/Right-out intersections in the long range future was determined based upon achieving acceptable operation, meeting the geometric criteria in LCUASS, and the City of Fort Collins Master Street Plan. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Spring Creek Farm development. There will be six pedestrian destinations within 1320 feet of the Spring Creek Farm development. These are: 1) the residential area to the east of the site (Sidehill), 2) the Fort Collins Police Services Building within the site, 3) the residential area to the west of the site, 4) the commercial area (Timberline Commercial to the north of the site, 5) the commercial area (Rigden Farms) to the southeast of the site, and 6) the residential area to the south of the site. This site is in an area type SHORT RANGE (2017) GEOMETRY Figure 12 DELICH ASSOCIATES Spring Creek Farm TIS, January 2012 Page 30 Drake Road Charles Brockman Katadin Drive Drive Sagebrush Drive Nancy Gray Avenue Timberline Road - Denotes Lane Recommended Geometry per LCUASS Fig. 8-4 APPENDIX I DELICH Spring Creek Farm TIS, January 2012 ASSOCIATES Page 32 termed “transit corridor.” Acceptable pedestrian level of service will be achieved for all pedestrian destinations. The Pedestrian LOS Worksheet is provided in Appendix H. The minimum level of service for “transit corridor” is B, except for Visual Interest & Amenities which is C. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Spring Creek Farm development. There will be two bicycle destinations within 1320 feet of the Spring Creek Farm development. These are: 1) the commercial area (Timberline Commercial) to the north of the site and 2) the commercial area (Rigden Farms) to the southeast of the site. The Bicycle LOS Worksheet is provided in Appendix H. The minimum level of service for this site is C. This site is connected to Timberline Road and Drake Road. Therefore, it is concluded that level of service C can be achieved. The Power Trail is just west of the Union Pacific Railroad. Transit Level of Service This area of Fort Collins is served by Transfort Route 17. This route has transit stops just north of the Timberline/Drake intersection, just south of the Timberline/Charles Brockman-Katadin intersection, and just north of the Timberline/Nancy Gray intersection, which are adjacent to this site.