Loading...
HomeMy WebLinkAboutRIVER DISTRICT BLOCK ONE MIXED-USE (ENCOMPASS) - PDP - PDP120020 - REPORTS - TRAFFIC STUDY (5)APPENDIX A 1 2 ,.,.-1 \ \~: '£ {-re- ic?c A -r r o~ Landscap,e & Imagery Expi0rer Created by larimer County using data from multiple sources, Larimer County makes no warranty as to the accuracy of this product. This map may not r-etlect recent updlates prior to the ~ate of printing. N ~L 'N.~~:~ .-....' •••.E ~<1 ,ty :!Ii PrirrlE'd: ,)115112 3 _____ J ./ / / 4 ~ ... r39~ - 27 ~; IZ~ "- 4- Bkk 8~ - p~ 9~ -1100 gL~ .~~C~ (!)~ - l q. 8 74- (:::~P- ~?lO . 'D~ (/~r:d)~ ==1;1 11,u (L. S5) ~ 3 r< &~.,... ~r P/l{ (1.4 9j - $ 0 ~ - (7~ - ~- ~ -~s~ - 2s e~+~ -~~39 ;:: s f:2 ~ q"3 2-. /)~ - 0z7.'s-"" ) - I (7 A tvt - r; I • 5"2-') ~... S-2~ - "3 ~ . <O~ ~t - ~8l;- 3 ( ?fv{ - (It"' I <:» ~ - s-c;':i - 37 < • Co3 cn-tf- ~L~ -- 26> 5 \)4 - /1 3"Z. /(!J(iJ; A M. - I (; b ~ '-- ,:, tpz 10?. (JIA,i - 4-:> 40 PM - III ttrO 6 TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Nine Fish TIS, June 2012 Page 11 25%/15% College Avenue Maple Jefferson Willow Linden 25%30% 25%/25% Apartments/Commercial 15%/5% Site 30%/30% NOM/5% 5%/10% NOM/5% NOM/5% 50%/40% 25%/10% 7 SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Nine Fish TIS, June 2012 Page 15 12/16 12/16 21/16 19/15 40/31 11/15 24/32 3/3 16/11 3/3 18/14 3/2 2/3 10/13 College Avenue Maple Jefferson Willow Linden AM/PM 7/5 6/8 3/2 59/45 2/3 38/50 8 APPENDIX B 9 eittJ 01- 9cvd ~ PO Box 580 Fort Collins, Co 80522 Turning Movement Study FileName Site Code Start Date Page No : College & Jefferson - Maple 06-15-11 : 00000020 : 6/15/2011 :2 07:12374 6108371133 30AM 200 23 101 86 52 4 0 3 017 376 104 16191 240352318 1147 257 29 106 0 70 0 3 5 14676 9059608 226 28 104 88 0 46 3 4 223 031 443 12555 100 184 924 0 22 101 67 10 0 4 106 0117 407 10 6 555 3616 388 391 867 235 657 2906 0 0 102 51 0 24 26 16 1744 98 34.92.26.66.13.64 1 7.1.0 3 3 0 5 1 60.26.6.1.1 6 5 8 ,.862 000 839 879 600 868 500 677 813 850 650 800 .843 851 857 .583 000 .742 842 Peak HourAnalysis From 12:00 PMto 12:45 PM - Peak 1 of 1 Peak HourforEntireIntersectionBegins at 12:00 PM 12:118127821150a70154601035 00 PM 8 19113 0 163 032 584 8 15668 1378 241 103 159 22 122 0 105 0 66 14 11 17 025 528 16176 1443 167 240 20 1a5 136 0 19 93 59 14 a 3 033 533 148 17051 1086 161 230 203 0 25 2a2 136 535 61 a 12 7 9 675 59926 67580 414 126 962 256 61 606 25a0 114 2180 a 92 53 37 70.88.22.15.3.0 226 3 a 2 a9 8 39.61.7.3.7 8 8 48.0.4 8 11.1 ,.914 000 885 861 813 544 898 822 750 663 893-.941 887 958 Y5:f-:5'S3· .875 933 .250 Peak HourAnalysisfrom 04:30 PMto05:15 PM - Peak 1 of 1 Peak HourforEntireIntersectionBeginsat 04:30 PM 04:15860 222 30PM 27 15 75 0 4 230538599 1577 1816 117 a 0 17 17669 201 11914 22112 247 28 213 036 109 0 623 72 0 6 2 16768 1683 239 116 31 1a7 68 0 17 4 188 409 a61 0 604 12 1606 115 179 248 111 343 368 0 47 14 67 13 1 85 a51 589 68622 616 463 956 769 262 2441 122 0 59 46 61 95 117 187 2.24 0 375 64.89.26.62.25.12.0.2.4 2 0 0 3 6 1 9 5 7 8 24.7.60.6 9 9.9 9 .250 940 847 853 786 667 875 884 776 000 697 821 731 279 ':.766' 973 964 870 ""-:953 10 R = right turn S = straight L = left turn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 5·17·12 Observer: Michael Day: Thursday Jurisdiction: Fort Collins I Intersection: Linden/Jefferson I Time Northbound: Eastbound: Total Linden Total LindeSnouthbound: Jefferson Westbound: Total Jefferson SR Total TotaLl Totaelast/north/L L south west All 23 54 13 64 1 0 19 863 822 94 854 178 197 941 928 20 25 105 965 15 85 3 1 20 201 221 36 57 141 16 2 7 27 102 97 10 5 1144 111 225 252 700 87 34 76 10 756 103 19 68 1 5 27 178 205 ~ PHF 30 0.68 22 I 19 1 22 63 0.83 93 369 0.81 20 1362 I 31 413 0.93 782 4:30 101 10 75 8 17 32 14 5 11 49 96 13 3 1155 114 229 278 959 898 10 9 12 11 1098 106 22 36 13 3 4 58 214 272 105 9191301179 13 12 5 25 119 36 19 7 4 61 238 299 103 12 14 9 8 7 114 38 26 16 5 4 64 111 10 130 9 244 308 4:30·5:30 I 20 I 36 I~ PHF 90 0.87 62 1 39 I 41 142 0.93 232 456 0.96 30 1395 1 44 469 0.9 925 11 R = right turn S = straight L = left turn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669·2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 5·17·12 Observer: Sue Day: Thursday Jurisdiction: Fort Collins I Intersection: LindenlWillow I Time Northbound: Eastbound: Total Linden Total LindeSnouthbound: Willow Westbound: Total Willow SR RS TotaLl Total Totaelast/north/L L south west All 133 79 17 04 3 331 17 81 4 13 25 50 75 137 13 18 41 2 8 6 21 651 220 26 7 18 134 48 86 10 117 14 3 5 7 230 20 18 270 12 8 40 45 85 138 16 113 10 8 2 193 241 22 21 5 6 40 46 86 7:30·8:43 65 34 10 30 6 697 84 78 3 28 227 153 35 149 0.0.78 81 89 0.57 4:30 515 371 21 158 18 451 304 57 43 7 7 102 73 175 29 504 107 385 16 232 520 56 47 6 7 106 70 176 16 593 14 36 17 7 9 261 549 66 34 5 14 125 60 185 562 128 19 34 10 11 262 58 31 59 6 14 0 117 57 174 4:30·5:30 I 24 ~ I 14 PHF 105 0.88 9 I 85 I 61 155 0.82 260 213 0.9 7 1206 I 24 237 0.9 450 12 APPENDIX C 13 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) recent AM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 7 65 26 51 102 235 6 361 24 296 555 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1594 1584 1676 1372 1589 3185 1615 1413 3169 Flt Permitted 0.68 1.00 0.69 1.00 1.00 0.40 1.00 1.00 0.46 1.00 Satd. Flow (perm) 1136 1594 1147 1676 1372 663 3185 1615 688 3169 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Adj. Flow (vph) 8 76 31 60 120 276 7 420 28 348 653 19 RTOR Reduction (vph) 0 22 00000013020 Lane Group Flow (vph) 8 85 0 60 120 276 7 420 15 348 670 0 Confl. Peds. (#/hr) 4 6 6 4 7 7 Confl. Bikes (#/hr) 2 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 15% 2% 2% 2% 15% 2% 2% Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 11.2 11.2 11.2 11.2 80.0 44.2 43.0 43.0 57.8 52.6 Effective Green, g (s) 12.2 12.2 12.2 12.2 80.0 46.2 44.0 44.0 58.8 53.6 Actuated g/C Ratio 0.15 0.15 0.15 0.15 1.00 0.58 0.55 0.55 0.73 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 173 243 175 256 1372 408 1752 888 613 2123 v/s Ratio Prot 0.05 c0.07 0.00 0.13 c0.08 0.21 v/s Ratio Perm 0.01 0.05 0.20 0.01 0.01 c0.33 v/c Ratio 0.05 0.35 0.34 0.47 0.20 0.02 0.24 0.02 0.57 0.32 Uniform Delay, d1 28.9 30.3 30.3 30.9 0.0 7.2 9.3 8.2 3.9 5.5 Progression Factor 1.00 1.00 0.90 0.91 1.00 0.61 0.60 0.29 2.76 2.17 Incremental Delay, d2 0.1 0.9 1.2 1.3 0.3 0.0 0.3 0.0 1.1 0.4 Delay (s) 29.0 31.2 28.4 29.6 0.3 4.4 5.9 2.4 11.9 12.3 Level of Service C C C C AAAABB Approach Delay (s) 31.1 11.7 5.7 12.2 Approach LOS C B A B Intersection Summary HCM Average Control Delay 11.7 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 14 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) recent PM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 24 117 46 59 122 282 22 686 61 244 616 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.5 4.5 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1592 1548 1644 1372 1585 2946 1553 1411 3037 Flt Permitted 0.68 1.00 0.50 1.00 1.00 0.37 1.00 1.00 0.27 1.00 Satd. Flow (perm) 1129 1592 814 1644 1372 618 2946 1553 401 3037 Peak-hour factor, PHF 0.85 0.85 0.85 0.97 0.97 0.97 0.87 0.87 0.87 0.96 0.96 0.96 Adj. Flow (vph) 28 138 54 61 126 291 25 789 70 254 642 99 RTOR Reduction (vph) 0 20 000000300110 Lane Group Flow (vph) 28 172 0 61 126 291 25 789 40 254 730 0 Confl. Peds. (#/hr) 4 12 12 4 17 20 20 17 Confl. Bikes (#/hr) 6 2 Heavy Vehicles (%) 2% 2% 2% 4% 4% 15% 2% 2% 2% 15% 4% 4% Parking (#/hr) 10 Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 14.4 14.4 13.9 13.9 80.0 43.3 40.7 40.7 55.1 48.5 Effective Green, g (s) 15.4 15.4 14.9 14.9 80.0 45.3 41.7 41.7 56.1 49.5 Actuated g/C Ratio 0.19 0.19 0.19 0.19 1.00 0.57 0.52 0.52 0.70 0.62 Clearance Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 217 306 152 306 1372 393 1536 810 425 1879 v/s Ratio Prot c0.11 0.08 0.00 0.27 c0.09 0.24 v/s Ratio Perm 0.02 0.07 0.21 0.03 0.03 c0.33 v/c Ratio 0.13 0.56 0.40 0.41 0.21 0.06 0.51 0.05 0.60 0.39 Uniform Delay, d1 26.7 29.2 28.6 28.7 0.0 7.6 12.5 9.4 5.7 7.7 Progression Factor 1.00 1.00 1.02 1.01 1.00 1.17 0.88 1.28 3.66 2.33 Incremental Delay, d2 0.3 2.4 1.7 0.9 0.3 0.1 1.1 0.1 1.7 0.5 Delay (s) 27.0 31.6 30.8 29.9 0.3 9.0 12.2 12.2 22.5 18.3 Level of Service C C C C AABBCB Approach Delay (s) 31.0 12.0 12.1 19.3 Approach LOS C B B B Intersection Summary HCM Average Control Delay 16.5 HCM Level of Service B HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.5 Intersection Capacity Utilization 67.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 15 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) recent AM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 13 348 8 20 362 31 7 11 12 22 19 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1482 2632 1469 2624 1653 1585 1676 1392 Flt Permitted 0.51 1.00 0.51 1.00 0.93 0.73 1.00 1.00 Satd. Flow (perm) 788 2632 785 2624 1550 1225 1676 1392 Peak-hour factor, PHF 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 15 409 9 22 389 33 8 13 14 26 22 26 RTOR Reduction (vph) 01003001300023 Lane Group Flow (vph) 15 417 0 22 419 0 0 22 0 26 22 3 Confl. Peds. (#/hr) 3 9 9 3 9 4 4 9 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 2% 15% 2% 2% 15% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 63.6 63.6 62.6 62.6 6.9 6.9 6.9 6.9 Effective Green, g (s) 64.6 64.6 63.6 63.6 7.9 7.9 7.9 7.9 Actuated g/C Ratio 0.81 0.81 0.80 0.80 0.10 0.10 0.10 0.10 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 636 2125 624 2086 153 121 166 137 v/s Ratio Prot 0.16 c0.16 0.01 v/s Ratio Perm 0.02 0.03 0.01 c0.02 0.00 v/c Ratio 0.02 0.20 0.04 0.20 0.15 0.21 0.13 0.02 Uniform Delay, d1 1.5 1.8 1.7 2.0 33.0 33.2 32.9 32.6 Progression Factor 0.80 1.20 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.1 0.2 0.4 0.9 0.4 0.1 Delay (s) 1.3 2.3 1.8 2.2 33.4 34.1 33.3 32.6 Level of Service A A A A C C C C Approach Delay (s) 2.3 2.2 33.4 33.3 Approach LOS A A C C Intersection Summary HCM Average Control Delay 5.7 HCM Level of Service A HCM Volume to Capacity ratio 0.20 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 16 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) recent PM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 23 408 25 30 395 44 20 36 34 62 39 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 1.00 1.00 0.96 Flpb, ped/bikes 0.98 1.00 0.98 1.00 0.99 0.98 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1433 2621 1432 2608 1640 1560 1676 1371 Flt Permitted 0.47 1.00 0.49 1.00 0.92 0.64 1.00 1.00 Satd. Flow (perm) 715 2621 741 2608 1532 1059 1676 1371 Peak-hour factor, PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 24 425 26 33 439 49 23 41 39 67 42 44 RTOR Reduction (vph) 04007003200038 Lane Group Flow (vph) 24 447 0 33 481 0 0 71 0 67 42 6 Confl. Peds. (#/hr) 18 14 14 18 21 21 21 21 Confl. Bikes (#/hr) 5 Heavy Vehicles (%) 4% 15% 4% 4% 15% 4% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 60.7 60.7 59.7 59.7 9.8 9.8 9.8 9.8 Effective Green, g (s) 61.7 61.7 60.7 60.7 10.8 10.8 10.8 10.8 Actuated g/C Ratio 0.77 0.77 0.76 0.76 0.14 0.14 0.14 0.14 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 551 2021 562 1979 207 143 226 185 v/s Ratio Prot 0.17 c0.18 0.03 v/s Ratio Perm 0.03 0.04 0.05 c0.06 0.00 v/c Ratio 0.04 0.22 0.06 0.24 0.34 0.47 0.19 0.03 Uniform Delay, d1 2.2 2.5 2.4 2.9 31.4 31.9 30.7 30.1 Progression Factor 0.54 0.44 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.2 0.3 1.0 2.4 0.4 0.1 Delay (s) 1.3 1.3 2.6 3.1 32.4 34.4 31.1 30.1 Level of Service A A A A C C C C Approach Delay (s) 1.3 3.1 32.4 32.3 Approach LOS A A C C Intersection Summary HCM Average Control Delay 8.4 HCM Level of Service A HCM Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 17 HCM 2010 AWSC 1: Linden & Willow recent AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 8.4 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 45 88 16 3 65 10 28 35 6 7 43 34 Peak Hour Factor 0.85 0.85 0.85 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 53 104 19 3 73 11 33 41 7 8 51 40 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 8.7 8.1 8.3 8 HCM LOS AAAA Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 41% 4% 30% 8% Volume Thru (%) 51% 83% 59% 51% Volume Right (%) 9% 13% 11% 40% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 69 78 149 84 Left Turning Volume 35 65 88 43 Through Volume 6 10 16 34 Right Turning Volume 28 3 45 7 Lane Flow Rate 81 88 175 99 Geometry Group 1111 Degree of Utilization, X 0.106 0.109 0.216 0.121 Departure Headway, Hd 4.681 4.479 4.446 4.409 Convergence(Y/N) Yes Yes Yes Yes Capacity 766 801 808 813 Service Time 2.705 2.504 2.469 2.433 HCM Lane V/C Ratio 0.106 0.11 0.217 0.122 HCM Control Delay 8.3 8.1 8.7 8 HCM Lane LOS AAAA HCM 95th Percentile Queue 0.4 0.4 0.8 0.4 18 HCM 2010 AWSC 1: Linden & Willow recent PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 10.5 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 42 136 35 7 206 24 24 67 14 9 85 61 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.88 0.88 0.88 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 47 151 39 8 229 27 27 76 16 11 100 72 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 10.7 11 9.7 10.1 HCM LOS BBAB Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 23% 3% 20% 6% Volume Thru (%) 64% 87% 64% 55% Volume Right (%) 13% 10% 16% 39% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 105 237 213 155 Left Turning Volume 67 206 136 85 Through Volume 14 24 35 61 Right Turning Volume 24 7 42 9 Lane Flow Rate 119 263 237 182 Geometry Group 1111 Degree of Utilization, X 0.182 0.369 0.334 0.263 Departure Headway, Hd 5.49 5.051 5.084 5.197 Convergence(Y/N) Yes Yes Yes Yes Capacity 654 714 708 691 Service Time 3.523 3.076 3.11 3.228 HCM Lane V/C Ratio 0.182 0.368 0.335 0.263 HCM Control Delay 9.7 11 10.7 10.1 HCM Lane LOS ABBB HCM 95th Percentile Queue 0.7 1.8 1.5 1.1 19 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 20 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 21 APPENDIX D 22 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Short Background AM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 70 28 55 110 253 6 389 26 319 598 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1595 1584 1676 1372 1589 3185 1615 1413 3169 Flt Permitted 0.66 1.00 0.68 1.00 1.00 0.38 1.00 1.00 0.44 1.00 Satd. Flow (perm) 1107 1595 1139 1676 1372 630 3185 1615 655 3169 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Adj. Flow (vph) 9 82 33 65 129 298 7 452 30 375 704 20 RTOR Reduction (vph) 0 22 00000014020 Lane Group Flow (vph) 9 93 0 65 129 298 7 452 16 375 722 0 Confl. Peds. (#/hr) 4 6 6 4 7 7 Confl. Bikes (#/hr) 2 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 15% 2% 2% 2% 15% 2% 2% Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 11.5 11.5 11.5 11.5 80.0 42.7 41.5 41.5 57.5 52.3 Effective Green, g (s) 12.5 12.5 12.5 12.5 80.0 44.7 42.5 42.5 58.5 53.3 Actuated g/C Ratio 0.16 0.16 0.16 0.16 1.00 0.56 0.53 0.53 0.73 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 173 249 178 262 1372 378 1692 858 602 2111 v/s Ratio Prot 0.06 c0.08 0.00 0.14 c0.10 0.23 v/s Ratio Perm 0.01 0.06 0.22 0.01 0.01 c0.35 v/c Ratio 0.05 0.37 0.37 0.49 0.22 0.02 0.27 0.02 0.62 0.34 Uniform Delay, d1 28.7 30.2 30.2 30.8 0.0 7.8 10.2 8.9 4.2 5.8 Progression Factor 1.00 1.00 0.89 0.90 1.00 0.60 0.60 0.29 2.65 2.09 Incremental Delay, d2 0.1 0.9 1.3 1.4 0.4 0.0 0.4 0.0 1.9 0.4 Delay (s) 28.8 31.2 28.2 29.2 0.4 4.7 6.5 2.6 13.0 12.5 Level of Service C C C C AAAABB Approach Delay (s) 31.0 11.6 6.3 12.7 Approach LOS C B A B Intersection Summary HCM Average Control Delay 12.0 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 23 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Short Background PM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 26 126 50 64 131 304 24 739 66 263 664 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.5 4.5 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1591 1549 1644 1372 1586 2946 1553 1411 3037 Flt Permitted 0.66 1.00 0.47 1.00 1.00 0.35 1.00 1.00 0.24 1.00 Satd. Flow (perm) 1104 1591 772 1644 1372 584 2946 1553 351 3037 Peak-hour factor, PHF 0.85 0.85 0.85 0.97 0.97 0.97 0.87 0.87 0.87 0.96 0.96 0.96 Adj. Flow (vph) 31 148 59 66 135 313 28 849 76 274 692 106 RTOR Reduction (vph) 0 21 000000320110 Lane Group Flow (vph) 31 186 0 66 135 313 28 849 44 274 787 0 Confl. Peds. (#/hr) 4 12 12 4 17 20 20 17 Confl. Bikes (#/hr) 6 2 Heavy Vehicles (%) 2% 2% 2% 4% 4% 15% 2% 2% 2% 15% 4% 4% Parking (#/hr) 10 Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 15.0 15.0 14.5 14.5 80.0 41.2 38.6 38.6 54.5 47.9 Effective Green, g (s) 16.0 16.0 15.5 15.5 80.0 43.2 39.6 39.6 55.5 48.9 Actuated g/C Ratio 0.20 0.20 0.19 0.19 1.00 0.54 0.50 0.50 0.69 0.61 Clearance Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 221 318 150 319 1372 360 1458 769 414 1856 v/s Ratio Prot c0.12 0.08 0.00 0.29 c0.11 0.26 v/s Ratio Perm 0.03 0.09 0.23 0.04 0.03 c0.35 v/c Ratio 0.14 0.59 0.44 0.42 0.23 0.08 0.58 0.06 0.66 0.42 Uniform Delay, d1 26.3 29.0 28.4 28.3 0.0 8.6 14.3 10.5 6.8 8.2 Progression Factor 1.00 1.00 1.03 1.02 1.00 1.11 0.86 1.17 3.32 2.25 Incremental Delay, d2 0.3 2.7 2.0 0.9 0.4 0.1 1.6 0.1 3.0 0.5 Delay (s) 26.6 31.7 31.2 29.8 0.4 9.7 13.9 12.4 25.5 18.9 Level of Service C C C C AABBCB Approach Delay (s) 31.1 12.1 13.6 20.6 Approach LOS C B B C Intersection Summary HCM Average Control Delay 17.5 HCM Level of Service B HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.5 Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 24 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Short Background AM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 15 375 9 22 390 34 8 13 13 28 23 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1482 2632 1470 2623 1657 1585 1676 1392 Flt Permitted 0.49 1.00 0.49 1.00 0.93 0.73 1.00 1.00 Satd. Flow (perm) 763 2632 760 2623 1564 1221 1676 1392 Peak-hour factor, PHF 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 18 441 11 24 419 37 9 15 15 33 27 32 RTOR Reduction (vph) 01004001300028 Lane Group Flow (vph) 18 451 0 24 452 0 0 26 0 33 27 4 Confl. Peds. (#/hr) 3 9 9 3 9 4 4 9 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 2% 15% 2% 2% 15% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 62.0 62.0 61.0 61.0 8.5 8.5 8.5 8.5 Effective Green, g (s) 63.0 63.0 62.0 62.0 9.5 9.5 9.5 9.5 Actuated g/C Ratio 0.79 0.79 0.78 0.78 0.12 0.12 0.12 0.12 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 601 2073 589 2033 186 145 199 165 v/s Ratio Prot 0.17 c0.17 0.02 v/s Ratio Perm 0.02 0.03 0.02 c0.03 0.00 v/c Ratio 0.03 0.22 0.04 0.22 0.14 0.23 0.14 0.02 Uniform Delay, d1 1.8 2.2 2.1 2.4 31.6 31.9 31.6 31.1 Progression Factor 0.80 1.36 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.1 0.3 0.3 0.8 0.3 0.1 Delay (s) 1.6 3.2 2.2 2.7 31.9 32.7 31.9 31.2 Level of Service A A A A C C C C Approach Delay (s) 3.1 2.7 31.9 32.0 Approach LOS A A C C Intersection Summary HCM Average Control Delay 6.4 HCM Level of Service A HCM Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 25 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Short Background PM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 29 440 27 32 426 51 22 43 37 64 44 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 1.00 1.00 0.96 Flpb, ped/bikes 0.98 1.00 0.98 1.00 0.99 0.98 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1434 2621 1433 2606 1645 1561 1676 1371 Flt Permitted 0.46 1.00 0.48 1.00 0.92 0.60 1.00 1.00 Satd. Flow (perm) 687 2621 717 2606 1537 985 1676 1371 Peak-hour factor, PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 30 458 28 36 473 57 25 49 43 69 47 49 RTOR Reduction (vph) 04008003000042 Lane Group Flow (vph) 30 482 0 36 522 0 0 87 0 69 47 7 Confl. Peds. (#/hr) 18 14 14 18 21 21 21 21 Confl. Bikes (#/hr) 5 Heavy Vehicles (%) 4% 15% 4% 4% 15% 4% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 60.5 60.5 59.5 59.5 10.0 10.0 10.0 10.0 Effective Green, g (s) 61.5 61.5 60.5 60.5 11.0 11.0 11.0 11.0 Actuated g/C Ratio 0.77 0.77 0.76 0.76 0.14 0.14 0.14 0.14 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 528 2015 542 1971 211 135 230 189 v/s Ratio Prot 0.18 c0.20 0.03 v/s Ratio Perm 0.04 0.05 0.06 c0.07 0.00 v/c Ratio 0.06 0.24 0.07 0.27 0.41 0.51 0.20 0.04 Uniform Delay, d1 2.2 2.6 2.5 3.0 31.5 32.0 30.6 29.9 Progression Factor 0.52 0.43 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.2 0.3 1.3 3.2 0.4 0.1 Delay (s) 1.3 1.4 2.7 3.3 32.8 35.2 31.1 30.0 Level of Service A A A A C D C C Approach Delay (s) 1.4 3.3 32.8 32.5 Approach LOS A A C C Intersection Summary HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 26 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Short Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 9.4 Intersection LOS A Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 470 480 39 92 Demand Flow Rate (pc/h) 536 544 39 95 Vehicles Circulating (pc/h) 86 42 559 515 Vehicles Exiting (pc/h) 524 556 63 71 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 9493 Ped Capacity Adjustment 0.990 0.996 0.999 1.000 Approach Delay (sec/veh) 10.5 9.0 6.3 7.1 Approach LOS BAAA Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.979 0.021 0.930 0.070 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 525 11 506 38 39 95 Capacity, Entry Lane (pc/h) 1037 1037 1083 1083 646 675 Entry HV Adjustment Factor 0.874 1.000 0.876 0.974 0.992 0.973 Flow Rate, Entry (vph) 459 11 443 37 39 92 Capacity, Entry (vph) 898 1027 945 1050 640 657 Volume to Capacity Ratio 0.511 0.011 0.469 0.035 0.060 0.141 Control Delay (sec/veh) 10.7 3.6 9.5 3.7 6.3 7.1 Level of Service B A A A A A 95th-Percentile Queue (veh) 3 0 3 0 0 0 27 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Short Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 11.7 Intersection LOS B Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 516 566 117 165 Demand Flow Rate (pc/h) 587 640 120 168 Vehicles Circulating (pc/h) 155 106 628 606 Vehicles Exiting (pc/h) 619 641 114 140 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 21 21 14 18 Ped Capacity Adjustment 0.979 0.978 0.998 0.998 Approach Delay (sec/veh) 12.8 11.9 8.7 9.6 Approach LOS BBAA Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.951 0.049 0.908 0.092 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 558 29 581 59 120 168 Capacity, Entry Lane (pc/h) 968 968 1016 1016 603 616 Entry HV Adjustment Factor 0.875 0.966 0.876 0.966 0.975 0.982 Flow Rate, Entry (vph) 488 28 509 57 117 165 Capacity, Entry (vph) 829 915 871 960 587 604 Volume to Capacity Ratio 0.589 0.031 0.585 0.059 0.199 0.273 Control Delay (sec/veh) 13.3 4.2 12.7 4.3 8.7 9.6 Level of Service B A B A A A 95th-Percentile Queue (veh) 4 0 4 0 1 1 28 HCM 2010 AWSC 1: Linden & Willow Short Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 8.6 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 49 95 17 3 70 11 30 41 6 8 56 41 Peak Hour Factor 0.85 0.85 0.85 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 58 112 20 3 79 12 35 48 7 9 66 48 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 9 8.2 8.5 8.3 HCM LOS AAAA Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 39% 4% 30% 8% Volume Thru (%) 53% 83% 59% 53% Volume Right (%) 8% 13% 11% 39% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 77 84 161 105 Left Turning Volume 41 70 95 56 Through Volume 6 11 17 41 Right Turning Volume 30 3 49 8 Lane Flow Rate 91 94 189 124 Geometry Group 1111 Degree of Utilization, X 0.12 0.12 0.239 0.154 Departure Headway, Hd 4.772 4.586 4.544 4.488 Convergence(Y/N) Yes Yes Yes Yes Capacity 750 781 790 798 Service Time 2.806 2.618 2.572 2.519 HCM Lane V/C Ratio 0.121 0.12 0.239 0.155 HCM Control Delay 8.5 8.2 9 8.3 HCM Lane LOS AAAA HCM 95th Percentile Queue 0.4 0.4 0.9 0.5 29 HCM 2010 AWSC 1: Linden & Willow Short Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 11.5 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 50 147 38 8 222 26 26 84 15 10 98 69 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.88 0.88 0.88 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 56 163 42 9 247 29 30 95 17 12 115 81 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 11.7 12.1 10.5 11 HCM LOS BBBB Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 21% 3% 21% 6% Volume Thru (%) 67% 87% 63% 55% Volume Right (%) 12% 10% 16% 39% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 125 256 235 177 Left Turning Volume 84 222 147 98 Through Volume 15 26 38 69 Right Turning Volume 26 8 50 10 Lane Flow Rate 142 284 261 208 Geometry Group 1111 Degree of Utilization, X 0.226 0.418 0.386 0.314 Departure Headway, Hd 5.732 5.284 5.319 5.424 Convergence(Y/N) Yes Yes Yes Yes Capacity 624 680 676 660 Service Time 3.788 3.327 3.364 3.475 HCM Lane V/C Ratio 0.228 0.418 0.386 0.315 HCM Control Delay 10.5 12.1 11.7 11 HCM Lane LOS BBBB HCM 95th Percentile Queue 0.9 2.2 1.9 1.4 30 HCM 2010 Roundabout 1: Linden & Willow Short Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 4.9 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 190 94 90 123 Demand Flow Rate (pc/h) 193 96 92 125 Vehicles Circulating (pc/h) 79 144 182 120 Vehicles Exiting (pc/h) 166 130 90 120 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 5.2 4.6 4.8 4.8 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 193 96 92 125 Capacity, Entry Lane (pc/h) 1044 978 942 1002 Entry HV Adjustment Factor 0.983 0.983 0.979 0.981 Flow Rate, Entry (vph) 190 94 90 123 Capacity, Entry (vph) 1027 962 922 984 Volume to Capacity Ratio 0.185 0.098 0.098 0.125 Control Delay (sec/veh) 5.2 4.6 4.8 4.8 Level of Service AAAA 95th-Percentile Queue (veh) 1000 31 HCM 2010 Roundabout 1: Linden & Willow Short Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 6.7 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 261 285 142 208 Demand Flow Rate (pc/h) 266 291 145 212 Vehicles Circulating (pc/h) 138 185 235 292 Vehicles Exiting (pc/h) 366 195 169 184 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 6.5 7.2 5.7 7.1 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 266 291 145 212 Capacity, Entry Lane (pc/h) 984 939 893 844 Entry HV Adjustment Factor 0.980 0.980 0.980 0.980 Flow Rate, Entry (vph) 261 285 142 208 Capacity, Entry (vph) 965 920 875 827 Volume to Capacity Ratio 0.270 0.310 0.162 0.251 Control Delay (sec/veh) 6.5 7.2 5.7 7.1 Level of Service AAAA 95th-Percentile Queue (veh) 1111 32 APPENDIX E 33 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Long Background AM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 90 35 70 145 330 10 510 35 415 780 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1597 1584 1676 1372 1590 3185 1615 1413 3167 Flt Permitted 0.61 1.00 0.66 1.00 1.00 0.33 1.00 1.00 0.36 1.00 Satd. Flow (perm) 1022 1597 1109 1676 1372 558 3185 1615 535 3167 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) 11 95 37 74 153 347 11 537 37 437 821 26 RTOR Reduction (vph) 0 20 00000021020 Lane Group Flow (vph) 11 112 0 74 153 347 11 537 16 437 845 0 Confl. Peds. (#/hr) 4 6 6 4 7 7 Confl. Bikes (#/hr) 2 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 15% 2% 2% 2% 15% 2% 2% Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 13.7 13.7 13.7 13.7 80.0 34.3 33.0 33.0 55.3 50.0 Effective Green, g (s) 14.7 14.7 14.7 14.7 80.0 36.3 34.0 34.0 56.3 51.0 Actuated g/C Ratio 0.18 0.18 0.18 0.18 1.00 0.45 0.42 0.42 0.70 0.64 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 188 293 204 308 1372 283 1354 686 588 2019 v/s Ratio Prot 0.07 c0.09 0.00 0.17 c0.18 0.27 v/s Ratio Perm 0.01 0.07 0.25 0.02 0.01 c0.34 v/c Ratio 0.06 0.38 0.36 0.50 0.25 0.04 0.40 0.02 0.74 0.42 Uniform Delay, d1 26.9 28.7 28.6 29.3 0.0 12.0 15.9 13.4 6.1 7.2 Progression Factor 1.00 1.00 0.87 0.89 1.00 0.66 0.73 0.35 2.47 1.80 Incremental Delay, d2 0.1 0.8 1.1 1.2 0.4 0.1 0.9 0.1 4.9 0.6 Delay (s) 27.1 29.5 26.0 27.3 0.4 7.9 12.5 4.8 20.0 13.6 Level of Service C C C C AABACB Approach Delay (s) 29.3 10.9 12.0 15.8 Approach LOS C B B B Intersection Summary HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 34 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Long Background PM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 165 65 85 170 400 30 1040 85 345 870 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.5 4.5 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1592 1550 1644 1372 1589 2946 1553 1413 3036 Flt Permitted 0.58 1.00 0.42 1.00 1.00 0.27 1.00 1.00 0.11 1.00 Satd. Flow (perm) 968 1592 683 1644 1372 458 2946 1553 170 3036 Peak-hour factor, PHF 0.95 0.95 0.95 0.97 0.97 0.97 0.95 0.95 0.95 0.96 0.96 0.96 Adj. Flow (vph) 37 174 68 88 175 412 32 1095 89 359 906 141 RTOR Reduction (vph) 0 20 000000350110 Lane Group Flow (vph) 37 222 0 88 175 412 32 1095 54 359 1036 0 Confl. Peds. (#/hr) 4 12 12 4 17 20 20 17 Confl. Bikes (#/hr) 6 2 Heavy Vehicles (%) 2% 2% 2% 4% 4% 15% 2% 2% 2% 15% 4% 4% Parking (#/hr) 10 Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 16.3 16.3 15.8 15.8 80.0 33.7 31.0 31.0 53.2 46.5 Effective Green, g (s) 17.3 17.3 16.8 16.8 80.0 35.7 32.0 32.0 54.2 47.5 Actuated g/C Ratio 0.22 0.22 0.21 0.21 1.00 0.45 0.40 0.40 0.68 0.59 Clearance Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 209 344 143 345 1372 257 1178 621 413 1803 v/s Ratio Prot c0.14 0.11 0.01 0.37 c0.21 0.34 v/s Ratio Perm 0.04 0.13 0.30 0.05 0.03 c0.38 v/c Ratio 0.18 0.65 0.62 0.51 0.30 0.12 0.93 0.09 0.87 0.57 Uniform Delay, d1 25.5 28.6 28.7 27.9 0.0 12.5 22.9 14.9 20.5 10.0 Progression Factor 1.00 1.00 1.01 1.00 1.00 0.95 0.87 0.93 1.18 1.84 Incremental Delay, d2 0.4 4.1 7.4 1.1 0.5 0.2 13.8 0.3 15.6 1.2 Delay (s) 26.0 32.7 36.4 29.2 0.5 12.1 33.7 14.2 39.8 19.6 Level of Service C C D C A B C B D B Approach Delay (s) 31.8 12.6 31.7 24.8 Approach LOS C B C C Intersection Summary HCM Average Control Delay 25.4 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.5 Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 35 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Long Background AM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 20 490 10 30 510 45 10 15 15 35 30 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1483 2633 1471 2624 1658 1585 1676 1392 Flt Permitted 0.43 1.00 0.46 1.00 0.92 0.90 1.00 1.00 Satd. Flow (perm) 674 2633 707 2624 1550 1500 1676 1392 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) 21 516 11 32 537 47 11 16 16 37 32 37 RTOR Reduction (vph) 01004001400033 Lane Group Flow (vph) 21 526 0 32 580 0 0 29 0 37 32 4 Confl. Peds. (#/hr) 3 9 9 3 9 4 4 9 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 2% 15% 2% 2% 15% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 61.9 61.9 60.9 60.9 8.6 8.6 8.6 8.6 Effective Green, g (s) 62.9 62.9 61.9 61.9 9.6 9.6 9.6 9.6 Actuated g/C Ratio 0.79 0.79 0.77 0.77 0.12 0.12 0.12 0.12 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 530 2070 547 2030 186 180 201 167 v/s Ratio Prot 0.20 c0.22 0.02 v/s Ratio Perm 0.03 0.05 0.02 c0.02 0.00 v/c Ratio 0.04 0.25 0.06 0.29 0.16 0.21 0.16 0.03 Uniform Delay, d1 1.9 2.3 2.1 2.6 31.6 31.8 31.6 31.1 Progression Factor 0.78 1.23 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.2 0.4 0.4 0.6 0.4 0.1 Delay (s) 1.6 3.0 2.3 3.0 32.0 32.3 32.0 31.1 Level of Service A A A A C C C C Approach Delay (s) 3.0 2.9 32.0 31.8 Approach LOS A A C C Intersection Summary HCM Average Control Delay 6.2 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 36 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Long Background PM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 35 575 35 45 555 65 30 55 50 90 55 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 1.00 1.00 0.96 Flpb, ped/bikes 0.99 1.00 0.99 1.00 0.99 0.98 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1438 2621 1439 2607 1643 1563 1676 1371 Flt Permitted 0.40 1.00 0.40 1.00 0.92 0.57 1.00 1.00 Satd. Flow (perm) 604 2621 603 2607 1532 933 1676 1371 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) 37 605 37 47 584 68 32 58 53 95 58 63 RTOR Reduction (vph) 04008003000052 Lane Group Flow (vph) 37 638 0 47 644 0 0 113 0 95 58 11 Confl. Peds. (#/hr) 18 14 14 18 21 21 21 21 Confl. Bikes (#/hr) 5 Heavy Vehicles (%) 4% 15% 4% 4% 15% 4% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 57.8 57.8 56.8 56.8 12.7 12.7 12.7 12.7 Effective Green, g (s) 58.8 58.8 57.8 57.8 13.7 13.7 13.7 13.7 Actuated g/C Ratio 0.73 0.73 0.72 0.72 0.17 0.17 0.17 0.17 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 444 1926 436 1884 262 160 287 235 v/s Ratio Prot 0.24 c0.25 0.03 v/s Ratio Perm 0.06 0.08 0.07 c0.10 0.01 v/c Ratio 0.08 0.33 0.11 0.34 0.43 0.59 0.20 0.05 Uniform Delay, d1 3.0 3.7 3.3 4.1 29.7 30.6 28.5 27.7 Progression Factor 0.48 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.4 0.5 0.5 1.1 5.8 0.3 0.1 Delay (s) 1.7 1.9 3.8 4.6 30.8 36.4 28.8 27.8 Level of Service A A A A C D C C Approach Delay (s) 1.9 4.5 30.8 31.8 Approach LOS A A C C Intersection Summary HCM Average Control Delay 9.1 HCM Level of Service A HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 37 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Long Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 12.0 Intersection LOS B Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 548 616 43 106 Demand Flow Rate (pc/h) 625 699 43 109 Vehicles Circulating (pc/h) 104 48 652 662 Vehicles Exiting (pc/h) 667 647 77 85 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 9493 Ped Capacity Adjustment 0.991 0.996 0.999 1.000 Approach Delay (sec/veh) 13.1 11.9 7.0 8.7 Approach LOS BBAA Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.982 0.018 0.931 0.069 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 614 11 651 48 43 109 Capacity, Entry Lane (pc/h) 1018 1018 1077 1077 589 583 Entry HV Adjustment Factor 0.874 1.000 0.875 0.979 0.993 0.976 Flow Rate, Entry (vph) 537 11 569 47 43 106 Capacity, Entry (vph) 882 1009 938 1050 584 568 Volume to Capacity Ratio 0.609 0.011 0.607 0.045 0.073 0.187 Control Delay (sec/veh) 13.3 3.7 12.6 3.8 7.0 8.7 Level of Service B A B A A A 95th-Percentile Queue (veh) 4 0 4 0 0 1 38 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Long Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 19.3 Intersection LOS C Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 679 699 143 216 Demand Flow Rate (pc/h) 772 792 146 220 Vehicles Circulating (pc/h) 205 130 831 754 Vehicles Exiting (pc/h) 769 847 146 168 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 21 21 14 18 Ped Capacity Adjustment 0.980 0.978 0.998 0.998 Approach Delay (sec/veh) 24.1 17.7 12.1 13.8 Approach LOS C C B B Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.951 0.049 0.910 0.090 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 734 38 721 71 146 220 Capacity, Entry Lane (pc/h) 921 921 992 992 492 532 Entry HV Adjustment Factor 0.875 0.974 0.876 0.958 0.978 0.981 Flow Rate, Entry (vph) 642 37 631 68 143 216 Capacity, Entry (vph) 789 878 850 930 481 520 Volume to Capacity Ratio 0.814 0.042 0.743 0.073 0.297 0.415 Control Delay (sec/veh) 25.3 4.5 19.1 4.5 12.1 13.8 Level of Service D A C A B B 95th-Percentile Queue (veh) 9 0 7 0 1 2 39 HCM 2010 AWSC 1: Linden & Willow Long Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 9.1 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 65 125 25 5 90 15 40 55 10 10 70 50 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 Heavy Vehicles(%) 222222222222 Movement Flow Rate 68 132 26 5 95 16 42 58 11 11 74 53 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 9.6 8.6 8.9 8.7 HCM LOS AAAA Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 38% 5% 30% 8% Volume Thru (%) 52% 82% 58% 54% Volume Right (%) 10% 14% 12% 38% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 105 110 215 130 Left Turning Volume 55 90 125 70 Through Volume 10 15 25 50 Right Turning Volume 40 5 65 10 Lane Flow Rate 111 116 226 137 Geometry Group 1111 Degree of Utilization, X 0.151 0.152 0.293 0.177 Departure Headway, Hd 4.931 4.728 4.659 4.669 Convergence(Y/N) Yes Yes Yes Yes Capacity 724 755 769 765 Service Time 2.984 2.779 2.701 2.72 HCM Lane V/C Ratio 0.153 0.154 0.294 0.179 HCM Control Delay 8.9 8.6 9.6 8.7 HCM Lane LOS AAAA HCM 95th Percentile Queue 0.5 0.5 1.2 0.6 40 HCM 2010 AWSC 1: Linden & Willow Long Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 14.5 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 65 190 50 10 290 35 35 105 20 15 125 90 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 Heavy Vehicles(%) 222222222222 Movement Flow Rate 68 200 53 11 305 37 37 111 21 16 132 95 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 14.9 16 12.2 13.2 HCM LOS B C B B Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 22% 3% 21% 7% Volume Thru (%) 66% 87% 62% 54% Volume Right (%) 12% 10% 16% 39% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 160 335 305 230 Left Turning Volume 105 290 190 125 Through Volume 20 35 50 90 Right Turning Volume 35 10 65 15 Lane Flow Rate 168 353 321 242 Geometry Group 1111 Degree of Utilization, X 0.301 0.559 0.514 0.409 Departure Headway, Hd 6.441 5.831 5.889 6.079 Convergence(Y/N) Yes Yes Yes Yes Capacity 561 624 616 596 Service Time 4.452 3.831 3.889 4.087 HCM Lane V/C Ratio 0.299 0.566 0.521 0.406 HCM Control Delay 12.2 16 14.9 13.2 HCM Lane LOS B C B B HCM 95th Percentile Queue 1.3 3.8 3.2 2.1 41 HCM 2010 Roundabout 1: Linden & Willow Long Background AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 5.3 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 226 116 111 138 Demand Flow Rate (pc/h) 231 118 113 140 Vehicles Circulating (pc/h) 91 171 215 145 Vehicles Exiting (pc/h) 194 157 107 144 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 5.7 5.0 5.2 5.1 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 231 118 113 140 Capacity, Entry Lane (pc/h) 1032 952 911 977 Entry HV Adjustment Factor 0.980 0.984 0.981 0.982 Flow Rate, Entry (vph) 226 116 111 138 Capacity, Entry (vph) 1011 937 894 960 Volume to Capacity Ratio 0.224 0.124 0.124 0.143 Control Delay (sec/veh) 5.7 5.0 5.2 5.1 Level of Service AAAA 95th-Percentile Queue (veh) 1000 42 HCM 2010 Roundabout 1: Linden & Willow Long Background PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 7.9 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 321 353 169 243 Demand Flow Rate (pc/h) 327 360 172 248 Vehicles Circulating (pc/h) 162 220 289 360 Vehicles Exiting (pc/h) 446 241 200 220 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 7.5 8.7 6.5 8.3 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 327 360 172 248 Capacity, Entry Lane (pc/h) 961 907 846 788 Entry HV Adjustment Factor 0.982 0.980 0.981 0.981 Flow Rate, Entry (vph) 321 353 169 243 Capacity, Entry (vph) 943 889 831 774 Volume to Capacity Ratio 0.340 0.397 0.203 0.315 Control Delay (sec/veh) 7.5 8.7 6.5 8.3 Level of Service AAAA 95th-Percentile Queue (veh) 2211 43 APPENDIX F 44 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Short Total AM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 73 28 65 112 253 6 396 44 319 604 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1598 1584 1676 1372 1589 3185 1615 1413 3169 Flt Permitted 0.66 1.00 0.68 1.00 1.00 0.37 1.00 1.00 0.43 1.00 Satd. Flow (perm) 1105 1598 1135 1676 1372 626 3185 1615 638 3169 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.86 0.86 0.85 0.85 0.85 Adj. Flow (vph) 9 86 33 76 132 298 7 460 51 375 711 20 RTOR Reduction (vph) 0 21 00000025010 Lane Group Flow (vph) 9 98 0 76 132 298 7 460 26 375 730 0 Confl. Peds. (#/hr) 4 6 6 4 7 7 Confl. Bikes (#/hr) 2 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 15% 2% 2% 2% 15% 2% 2% Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 13.0 13.0 13.0 13.0 80.0 40.5 39.3 39.3 56.0 50.8 Effective Green, g (s) 14.0 14.0 14.0 14.0 80.0 42.5 40.3 40.3 57.0 51.8 Actuated g/C Ratio 0.18 0.18 0.18 0.18 1.00 0.53 0.50 0.50 0.71 0.65 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 193 280 199 293 1372 359 1604 814 587 2052 v/s Ratio Prot 0.06 c0.08 0.00 0.14 c0.11 0.23 v/s Ratio Perm 0.01 0.07 0.22 0.01 0.02 c0.35 v/c Ratio 0.05 0.35 0.38 0.45 0.22 0.02 0.29 0.03 0.64 0.36 Uniform Delay, d1 27.4 29.0 29.2 29.6 0.0 8.8 11.5 10.0 4.8 6.5 Progression Factor 1.00 1.00 0.89 0.90 1.00 0.62 0.64 0.28 2.60 2.03 Incremental Delay, d2 0.1 0.8 1.2 1.1 0.4 0.0 0.4 0.1 2.1 0.4 Delay (s) 27.5 29.8 27.1 27.7 0.4 5.5 7.8 2.9 14.7 13.6 Level of Service C C C C AAAABB Approach Delay (s) 29.6 11.5 7.3 14.0 Approach LOS C B A B Intersection Summary HCM Average Control Delay 12.8 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 45 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Short Total PM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 26 128 50 77 134 304 24 744 80 263 672 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.5 4.5 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1592 1549 1644 1372 1586 2946 1553 1411 3038 Flt Permitted 0.65 1.00 0.47 1.00 1.00 0.35 1.00 1.00 0.23 1.00 Satd. Flow (perm) 1093 1592 763 1644 1372 580 2946 1553 346 3038 Peak-hour factor, PHF 0.85 0.85 0.85 0.97 0.97 0.97 0.87 0.87 0.87 0.96 0.96 0.96 Adj. Flow (vph) 31 151 59 79 138 313 28 855 92 274 700 106 RTOR Reduction (vph) 0 20 000000390110 Lane Group Flow (vph) 31 190 0 79 138 313 28 855 53 274 795 0 Confl. Peds. (#/hr) 4 12 12 4 17 20 20 17 Confl. Bikes (#/hr) 6 2 Heavy Vehicles (%) 2% 2% 2% 4% 4% 15% 2% 2% 2% 15% 4% 4% Parking (#/hr) 10 Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 15.1 15.1 14.6 14.6 80.0 40.9 38.3 38.3 54.4 47.8 Effective Green, g (s) 16.1 16.1 15.6 15.6 80.0 42.9 39.3 39.3 55.4 48.8 Actuated g/C Ratio 0.20 0.20 0.19 0.19 1.00 0.54 0.49 0.49 0.69 0.61 Clearance Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 220 320 149 321 1372 356 1447 763 414 1853 v/s Ratio Prot c0.12 0.08 0.00 0.29 c0.11 0.26 v/s Ratio Perm 0.03 0.10 0.23 0.04 0.03 c0.35 v/c Ratio 0.14 0.59 0.53 0.43 0.23 0.08 0.59 0.07 0.66 0.43 Uniform Delay, d1 26.3 29.0 28.9 28.3 0.0 8.8 14.6 10.7 6.9 8.2 Progression Factor 1.00 1.00 1.02 1.01 1.00 1.11 0.86 1.16 3.27 2.24 Incremental Delay, d2 0.3 2.9 3.5 0.9 0.4 0.1 1.7 0.2 3.0 0.6 Delay (s) 26.6 31.9 33.0 29.5 0.4 9.8 14.2 12.6 25.7 19.0 Level of Service C C C C AABBCB Approach Delay (s) 31.2 12.8 13.9 20.7 Approach LOS C B B C Intersection Summary HCM Average Control Delay 17.8 HCM Level of Service B HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 7.5 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 46 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Short Total AM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 36 375 9 22 390 53 8 13 13 40 23 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1482 2632 1470 2617 1657 1585 1676 1392 Flt Permitted 0.48 1.00 0.49 1.00 0.93 0.73 1.00 1.00 Satd. Flow (perm) 748 2632 760 2617 1567 1221 1676 1392 Peak-hour factor, PHF 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 42 441 11 24 419 57 9 15 15 47 27 46 RTOR Reduction (vph) 01007001300040 Lane Group Flow (vph) 42 451 0 24 469 0 0 26 0 47 27 6 Confl. Peds. (#/hr) 3 9 9 3 9 4 4 9 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 2% 15% 2% 2% 15% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 61.6 61.6 60.6 60.6 8.9 8.9 8.9 8.9 Effective Green, g (s) 62.6 62.6 61.6 61.6 9.9 9.9 9.9 9.9 Actuated g/C Ratio 0.78 0.78 0.77 0.77 0.12 0.12 0.12 0.12 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 585 2060 585 2015 194 151 207 172 v/s Ratio Prot 0.17 c0.18 0.02 v/s Ratio Perm 0.06 0.03 0.02 c0.04 0.00 v/c Ratio 0.07 0.22 0.04 0.23 0.13 0.31 0.13 0.03 Uniform Delay, d1 2.0 2.3 2.2 2.6 31.2 31.9 31.2 30.8 Progression Factor 0.94 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.2 0.1 0.3 0.3 1.2 0.3 0.1 Delay (s) 2.1 3.3 2.3 2.8 31.5 33.1 31.5 30.9 Level of Service A A A A C C C C Approach Delay (s) 3.2 2.8 31.5 31.9 Approach LOS A A C C Intersection Summary HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.24 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 47 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Short Total PM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 45 440 27 32 426 66 22 43 37 80 44 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 1.00 1.00 0.96 Flpb, ped/bikes 0.98 1.00 0.98 1.00 0.99 0.98 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1434 2621 1433 2599 1645 1561 1676 1371 Flt Permitted 0.45 1.00 0.48 1.00 0.93 0.61 1.00 1.00 Satd. Flow (perm) 677 2621 717 2599 1541 1000 1676 1371 Peak-hour factor, PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 47 458 28 36 473 73 25 49 43 86 47 67 RTOR Reduction (vph) 040011003000057 Lane Group Flow (vph) 47 482 0 36 535 0 0 87 0 86 47 10 Confl. Peds. (#/hr) 18 14 14 18 21 21 21 21 Confl. Bikes (#/hr) 5 Heavy Vehicles (%) 4% 15% 4% 4% 15% 4% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 59.8 59.8 58.8 58.8 10.7 10.7 10.7 10.7 Effective Green, g (s) 60.8 60.8 59.8 59.8 11.7 11.7 11.7 11.7 Actuated g/C Ratio 0.76 0.76 0.75 0.75 0.15 0.15 0.15 0.15 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 515 1992 536 1943 225 146 245 201 v/s Ratio Prot 0.18 c0.21 0.03 v/s Ratio Perm 0.07 0.05 0.06 c0.09 0.01 v/c Ratio 0.09 0.24 0.07 0.28 0.39 0.59 0.19 0.05 Uniform Delay, d1 2.5 2.8 2.7 3.2 30.9 31.9 30.0 29.4 Progression Factor 0.49 0.43 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.2 0.4 1.1 6.0 0.4 0.1 Delay (s) 1.5 1.5 2.9 3.6 32.0 37.9 30.4 29.5 Level of Service A A A A C D C C Approach Delay (s) 1.5 3.5 32.0 33.3 Approach LOS A A C C Intersection Summary HCM Average Control Delay 9.2 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 48 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Short Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 9.8 Intersection LOS A Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 494 500 39 120 Demand Flow Rate (pc/h) 561 564 39 123 Vehicles Circulating (pc/h) 100 67 598 515 Vehicles Exiting (pc/h) 538 570 63 116 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 9493 Ped Capacity Adjustment 0.990 0.996 0.999 1.000 Approach Delay (sec/veh) 11.3 9.2 6.6 7.6 Approach LOS BAAA Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.980 0.020 0.897 0.103 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 550 11 506 58 39 123 Capacity, Entry Lane (pc/h) 1022 1022 1057 1057 621 675 Entry HV Adjustment Factor 0.878 1.000 0.876 0.983 0.992 0.979 Flow Rate, Entry (vph) 483 11 443 57 39 120 Capacity, Entry (vph) 889 1013 921 1034 616 661 Volume to Capacity Ratio 0.543 0.011 0.481 0.055 0.063 0.182 Control Delay (sec/veh) 11.5 3.6 9.9 4.0 6.6 7.6 Level of Service B A A A A A 95th-Percentile Queue (veh) 3 0 3 0 0 1 49 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Short Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 12.3 Intersection LOS B Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 533 582 117 200 Demand Flow Rate (pc/h) 605 657 120 204 Vehicles Circulating (pc/h) 173 124 664 606 Vehicles Exiting (pc/h) 637 659 114 175 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 21 21 14 18 Ped Capacity Adjustment 0.979 0.978 0.998 0.998 Approach Delay (sec/veh) 13.9 12.1 9.0 10.6 Approach LOS BBAB Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.952 0.048 0.884 0.116 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 576 29 581 76 120 204 Capacity, Entry Lane (pc/h) 950 950 998 998 582 616 Entry HV Adjustment Factor 0.877 0.966 0.876 0.961 0.975 0.981 Flow Rate, Entry (vph) 505 28 509 73 117 200 Capacity, Entry (vph) 816 899 856 938 566 603 Volume to Capacity Ratio 0.619 0.031 0.595 0.078 0.207 0.332 Control Delay (sec/veh) 14.4 4.3 13.2 4.6 9.0 10.6 Level of Service B A B A A B 95th-Percentile Queue (veh) 4 0 4 0 1 1 50 HCM 2010 AWSC 1: Linden & Willow Short Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 9.2 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 65 95 17 3 70 14 30 81 6 11 80 52 Peak Hour Factor 0.85 0.85 0.85 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 76 112 20 3 79 16 35 95 7 13 94 61 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 9.7 8.6 9.1 9 HCM LOS AAAA Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 26% 3% 37% 8% Volume Thru (%) 69% 80% 54% 56% Volume Right (%) 5% 16% 10% 36% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 117 87 177 143 Left Turning Volume 81 70 95 80 Through Volume 6 14 17 52 Right Turning Volume 30 3 65 11 Lane Flow Rate 138 98 208 168 Geometry Group 1111 Degree of Utilization, X 0.187 0.131 0.278 0.217 Departure Headway, Hd 4.9 4.837 4.799 4.647 Convergence(Y/N) Yes Yes Yes Yes Capacity 728 736 745 769 Service Time 2.959 2.899 2.851 2.702 HCM Lane V/C Ratio 0.19 0.133 0.279 0.218 HCM Control Delay 9.1 8.6 9.7 9 HCM Lane LOS AAAA HCM 95th Percentile Queue 0.7 0.5 1.2 0.8 51 HCM 2010 AWSC 1: Linden & Willow Short Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 12.8 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 61 147 38 8 222 29 26 115 15 13 130 84 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.88 0.88 0.88 0.85 0.85 0.85 Heavy Vehicles(%) 222222222222 Movement Flow Rate 68 163 42 9 247 32 30 131 17 15 153 99 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 13.1 13.4 11.6 12.8 HCM LOS BBBB Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 17% 3% 25% 6% Volume Thru (%) 74% 86% 60% 57% Volume Right (%) 10% 11% 15% 37% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 156 259 246 227 Left Turning Volume 115 222 147 130 Through Volume 15 29 38 84 Right Turning Volume 26 8 61 13 Lane Flow Rate 177 288 273 267 Geometry Group 1111 Degree of Utilization, X 0.296 0.452 0.433 0.42 Departure Headway, Hd 6.011 5.66 5.701 5.656 Convergence(Y/N) Yes Yes Yes Yes Capacity 592 633 626 633 Service Time 4.1 3.738 3.78 3.736 HCM Lane V/C Ratio 0.299 0.455 0.436 0.422 HCM Control Delay 11.6 13.4 13.1 12.8 HCM Lane LOS BBBB HCM 95th Percentile Queue 1.3 2.5 2.3 2.2 52 HCM 2010 Roundabout 1: Linden & Willow Short Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 5.4 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 208 98 137 168 Demand Flow Rate (pc/h) 212 100 140 171 Vehicles Circulating (pc/h) 112 211 205 120 Vehicles Exiting (pc/h) 179 134 119 191 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 5.6 5.0 5.5 5.3 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 212 100 140 171 Capacity, Entry Lane (pc/h) 1010 915 921 1002 Entry HV Adjustment Factor 0.980 0.984 0.979 0.983 Flow Rate, Entry (vph) 208 98 137 168 Capacity, Entry (vph) 990 900 901 985 Volume to Capacity Ratio 0.210 0.109 0.152 0.171 Control Delay (sec/veh) 5.6 5.0 5.5 5.3 Level of Service AAAA 95th-Percentile Queue (veh) 1011 53 HCM 2010 Roundabout 1: Linden & Willow Short Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 7.4 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 273 288 178 267 Demand Flow Rate (pc/h) 278 294 182 272 Vehicles Circulating (pc/h) 180 234 250 292 Vehicles Exiting (pc/h) 384 198 208 236 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 7.0 7.8 6.3 8.0 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 278 294 182 272 Capacity, Entry Lane (pc/h) 944 894 880 844 Entry HV Adjustment Factor 0.981 0.980 0.980 0.981 Flow Rate, Entry (vph) 273 288 178 267 Capacity, Entry (vph) 926 876 862 828 Volume to Capacity Ratio 0.295 0.329 0.207 0.322 Control Delay (sec/veh) 7.0 7.8 6.3 8.0 Level of Service AAAA 95th-Percentile Queue (veh) 1111 54 HCM 2010 TWSC 3: Linden & Site Access Short Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh): 1.4 Movement NWL NWR NET NER SWL SWT Lane NET Volume (vph) 38 2 101 59 3 Capacity 105 (vph) Conflicting Peds.(#/hr) 0 0 0000 HCM Control Delay (s) - Sign Control Stop Stop Free Free Free HCM Lane Free VC Ratio 0 Right Turn Channelized None None None None None HCM None Lane LOS - Storage Length 0 0 HCM 0 95th Percentile 0 Queue (veh) 0 Median Width 12 0 0 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 45 2 119 69 4 124 Number of Lanes 1 0 1001 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 285 154 0 0 188 0 Stage 1 154 0 0000 Stage 2 131 0 0000 Follow-up Headway 3.518 3.318 - - 2.218 0 Pot Capacity-1 Maneuver 705 892 - - 1384 - Stage 1 874 - ---- Stage 2 895 - ---- Mov Capacity-1 Maneuver 702.9 892 - - 1384 - Mov Capacity-2 Maneuver 702.9 - ---- Stage 1 # 0 - ---- Stage 2 892.3 - ---- Approach NW NE SW HCM Control Delay (s) 10.4 0 0.2 HCM LOS B A A 55 HCM 2010 TWSC 3: Linden & Site Access Short Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh): 1.4 Movement NWL NWR NET NER SWL SWT Lane NET Volume (vph) 50 3 160 45 2 Capacity 177 (vph) Conflicting Peds.(#/hr) 0 0 0000 HCM Control Delay (s) - Sign Control Stop Stop Free Free Free HCM Lane Free VC Ratio 0 Right Turn Channelized None None None None None HCM None Lane LOS - Storage Length 0 0 HCM 0 95th Percentile 0 Queue (veh) 0 Median Width 12 0 0 Grade (%) 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 56 3 178 50 2 197 Number of Lanes 1 0 1001 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 404 203 0 0 228 0 Stage 1 203 0 0000 Stage 2 201 0 0000 Follow-up Headway 3.518 3.318 - - 2.218 0 Pot Capacity-1 Maneuver 603 838 - - 1344 - Stage 1 831 - ---- Stage 2 833 - ---- Mov Capacity-1 Maneuver 601.8 838 - - 1344 - Mov Capacity-2 Maneuver 601.8 - ---- Stage 1 # 0 - ---- Stage 2 831.3 - ---- Approach NW NE SW HCM Control Delay (s) 11.5 0 0.1 HCM LOS B A A 56 APPENDIX G 57 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Long Total AM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 95 35 80 150 330 10 515 55 415 785 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1600 1584 1676 1372 1590 3185 1615 1413 3167 Flt Permitted 0.60 1.00 0.65 1.00 1.00 0.33 1.00 1.00 0.36 1.00 Satd. Flow (perm) 1004 1600 1089 1676 1372 556 3185 1615 528 3167 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) 11 100 37 84 158 347 11 542 58 437 826 26 RTOR Reduction (vph) 0 20 00000034020 Lane Group Flow (vph) 11 117 0 84 158 347 11 542 24 437 850 0 Confl. Peds. (#/hr) 4 6 6 4 7 7 Confl. Bikes (#/hr) 2 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 15% 2% 2% 2% 15% 2% 2% Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 13.9 13.9 13.9 13.9 80.0 34.0 32.7 32.7 55.1 49.8 Effective Green, g (s) 14.9 14.9 14.9 14.9 80.0 36.0 33.7 33.7 56.1 50.8 Actuated g/C Ratio 0.19 0.19 0.19 0.19 1.00 0.45 0.42 0.42 0.70 0.63 Clearance Time (s) 6.0 6.0 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 187 298 203 312 1372 280 1342 680 585 2011 v/s Ratio Prot 0.07 c0.09 0.00 0.17 c0.18 0.27 v/s Ratio Perm 0.01 0.08 0.25 0.02 0.02 c0.34 v/c Ratio 0.06 0.39 0.41 0.51 0.25 0.04 0.40 0.04 0.75 0.42 Uniform Delay, d1 26.8 28.6 28.7 29.2 0.0 12.2 16.1 13.6 6.2 7.3 Progression Factor 1.00 1.00 0.87 0.89 1.00 0.66 0.75 0.34 2.47 1.80 Incremental Delay, d2 0.1 0.9 1.3 1.3 0.4 0.1 0.9 0.1 5.0 0.6 Delay (s) 26.9 29.4 26.4 27.2 0.4 8.1 13.0 4.7 20.4 13.7 Level of Service C C C C AABACB Approach Delay (s) 29.3 11.3 12.1 16.0 Approach LOS C B B B Intersection Summary HCM Average Control Delay 14.8 HCM Level of Service B HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 58 HCM Signalized 20: Intersection College (US Capacity 287)/College Analysis (US 287 & State 14) & Maple/Jefferson (State 14) Long Total PM Synchro 8 Light Report JMD Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 170 65 100 175 400 30 1045 100 345 880 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 15 12 12 16 12 12 12 Total Lost time (s) 4.5 4.5 5.0 5.0 3.0 3.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1587 1594 1550 1644 1372 1589 2946 1553 1413 3037 Flt Permitted 0.57 1.00 0.41 1.00 1.00 0.27 1.00 1.00 0.11 1.00 Satd. Flow (perm) 954 1594 675 1644 1372 453 2946 1553 170 3037 Peak-hour factor, PHF 0.95 0.95 0.95 0.97 0.97 0.97 0.95 0.95 0.95 0.96 0.96 0.96 Adj. Flow (vph) 37 179 68 103 180 412 32 1100 105 359 917 141 RTOR Reduction (vph) 0 20 000000410110 Lane Group Flow (vph) 37 228 0 103 180 412 32 1100 64 359 1047 0 Confl. Peds. (#/hr) 4 12 12 4 17 20 20 17 Confl. Bikes (#/hr) 6 2 Heavy Vehicles (%) 2% 2% 2% 4% 4% 15% 2% 2% 2% 15% 4% 4% Parking (#/hr) 10 Turn Type Perm NA Perm NA Free pm+pt NA Perm pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Free 6 6 2 Actuated Green, G (s) 16.6 16.6 16.1 16.1 80.0 33.7 31.0 31.0 52.9 46.2 Effective Green, g (s) 17.6 17.6 17.1 17.1 80.0 35.7 32.0 32.0 53.9 47.2 Actuated g/C Ratio 0.22 0.22 0.21 0.21 1.00 0.45 0.40 0.40 0.67 0.59 Clearance Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 210 351 144 351 1372 255 1178 621 408 1792 v/s Ratio Prot 0.14 0.11 0.01 0.37 c0.21 0.34 v/s Ratio Perm 0.04 c0.15 0.30 0.05 0.04 c0.38 v/c Ratio 0.18 0.65 0.72 0.51 0.30 0.13 0.93 0.10 0.88 0.58 Uniform Delay, d1 25.3 28.4 29.2 27.8 0.0 12.5 23.0 15.0 20.8 10.3 Progression Factor 1.00 1.00 1.00 0.99 1.00 0.95 0.87 0.92 1.18 1.82 Incremental Delay, d2 0.4 4.1 14.9 1.2 0.5 0.2 14.3 0.3 17.1 1.2 Delay (s) 25.7 32.5 44.2 28.8 0.5 12.1 34.3 14.2 41.6 19.9 Level of Service C C D C A B C B D B Approach Delay (s) 31.6 14.3 32.0 25.4 Approach LOS C B C C Intersection Summary HCM Average Control Delay 26.0 HCM Level of Service C HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 90.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 59 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Long Total AM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 40 490 10 30 510 65 10 15 15 45 30 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1483 2633 1471 2618 1658 1585 1676 1392 Flt Permitted 0.42 1.00 0.46 1.00 0.92 0.89 1.00 1.00 Satd. Flow (perm) 660 2633 707 2618 1553 1493 1676 1392 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) 42 516 11 32 537 68 11 16 16 47 32 47 RTOR Reduction (vph) 01006001400041 Lane Group Flow (vph) 42 526 0 32 599 0 0 29 0 47 32 6 Confl. Peds. (#/hr) 3 9 9 3 9 4 4 9 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 2% 15% 2% 2% 15% 2% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 61.6 61.6 60.6 60.6 8.9 8.9 8.9 8.9 Effective Green, g (s) 62.6 62.6 61.6 61.6 9.9 9.9 9.9 9.9 Actuated g/C Ratio 0.78 0.78 0.77 0.77 0.12 0.12 0.12 0.12 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 516 2060 544 2016 192 185 207 172 v/s Ratio Prot 0.20 c0.23 0.02 v/s Ratio Perm 0.06 0.05 0.02 c0.03 0.00 v/c Ratio 0.08 0.26 0.06 0.30 0.15 0.25 0.15 0.03 Uniform Delay, d1 2.0 2.4 2.2 2.7 31.3 31.7 31.3 30.8 Progression Factor 0.85 1.18 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.2 0.2 0.4 0.4 0.7 0.3 0.1 Delay (s) 2.0 3.0 2.4 3.1 31.7 32.4 31.7 30.9 Level of Service A A A A C C C C Approach Delay (s) 3.0 3.1 31.7 31.7 Approach LOS A A C C Intersection Summary HCM Average Control Delay 6.5 HCM Level of Service A HCM Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 60 HCM Signalized Intersection Capacity Analysis 39: Linden & Jefferson (State 14) Long Total PM Synchro 8 Light Report JMD Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 50 575 35 45 555 80 30 55 50 105 55 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 12 10 10 12 12 14 12 12 12 12 Total Lost time (s) 3.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 1.00 1.00 0.96 Flpb, ped/bikes 0.99 1.00 0.99 1.00 0.99 0.98 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1439 2621 1439 2601 1644 1563 1676 1371 Flt Permitted 0.39 1.00 0.40 1.00 0.92 0.58 1.00 1.00 Satd. Flow (perm) 591 2621 600 2601 1536 953 1676 1371 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) 53 605 37 47 584 84 32 58 53 111 58 79 RTOR Reduction (vph) 040011002900064 Lane Group Flow (vph) 53 638 0 47 657 0 0 114 0 111 58 15 Confl. Peds. (#/hr) 18 14 14 18 21 21 21 21 Confl. Bikes (#/hr) 5 Heavy Vehicles (%) 4% 15% 4% 4% 15% 4% 2% 2% 2% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2648 Permitted Phases 2648 8 Actuated Green, G (s) 56.8 56.8 55.8 55.8 13.7 13.7 13.7 13.7 Effective Green, g (s) 57.8 57.8 56.8 56.8 14.7 14.7 14.7 14.7 Actuated g/C Ratio 0.72 0.72 0.71 0.71 0.18 0.18 0.18 0.18 Clearance Time (s) 4.5 4.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 427 1894 426 1847 282 175 308 252 v/s Ratio Prot 0.24 c0.25 0.03 v/s Ratio Perm 0.09 0.08 0.07 c0.12 0.01 v/c Ratio 0.12 0.34 0.11 0.36 0.40 0.63 0.19 0.06 Uniform Delay, d1 3.4 4.1 3.6 4.5 28.8 30.2 27.6 26.9 Progression Factor 0.48 0.43 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.4 0.5 0.5 0.9 7.3 0.3 0.1 Delay (s) 2.1 2.2 4.2 5.0 29.7 37.5 27.9 27.0 Level of Service A A A A C D C C Approach Delay (s) 2.1 5.0 29.7 31.9 Approach LOS A A C C Intersection Summary HCM Average Control Delay 9.6 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.5 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 61 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Long Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 12.5 Intersection LOS B Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 569 637 43 126 Demand Flow Rate (pc/h) 647 720 43 129 Vehicles Circulating (pc/h) 114 70 684 662 Vehicles Exiting (pc/h) 677 657 77 128 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 9493 Ped Capacity Adjustment 0.991 0.996 0.999 1.000 Approach Delay (sec/veh) 14.0 12.2 7.3 9.2 Approach LOS BBAA Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.983 0.017 0.904 0.096 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 636 11 651 69 43 129 Capacity, Entry Lane (pc/h) 1008 1008 1054 1054 570 583 Entry HV Adjustment Factor 0.877 1.000 0.875 0.986 0.993 0.979 Flow Rate, Entry (vph) 558 11 569 68 43 126 Capacity, Entry (vph) 876 999 917 1034 565 571 Volume to Capacity Ratio 0.637 0.011 0.621 0.066 0.076 0.221 Control Delay (sec/veh) 14.2 3.7 13.2 4.1 7.3 9.2 Level of Service B A B A A A 95th-Percentile Queue (veh) 5 0 4 0 0 1 62 HCM 2010 Roundabout 39: Linden & Jefferson (State 14) Long Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 20.9 Intersection LOS C Approach SE NW NE SW Entry Lanes 2211 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 695 715 143 248 Demand Flow Rate (pc/h) 789 808 146 253 Vehicles Circulating (pc/h) 221 147 864 754 Vehicles Exiting (pc/h) 786 863 146 201 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 21 21 14 18 Ped Capacity Adjustment 0.980 0.979 0.998 0.998 Approach Delay (sec/veh) 27.3 18.3 12.7 15.5 Approach LOS D C B C Lane Left Right Left Right Left Left Designated moves LT R LT R LTR LTR Assumed Moves LT R LT R LTR LTR Right Turn Channelized Lane Utilization 0.952 0.048 0.892 0.108 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 751 38 721 87 146 253 Capacity, Entry Lane (pc/h) 906 906 975 975 476 532 Entry HV Adjustment Factor 0.876 0.974 0.876 0.966 0.978 0.980 Flow Rate, Entry (vph) 658 37 631 84 143 248 Capacity, Entry (vph) 778 865 836 922 465 519 Volume to Capacity Ratio 0.846 0.043 0.755 0.091 0.307 0.477 Control Delay (sec/veh) 28.6 4.6 20.1 4.8 12.7 15.5 Level of Service D A C A B C 95th-Percentile Queue (veh) 10 0 7 0 1 3 63 HCM 2010 AWSC 1: Linden & Willow Long Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 9.8 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 80 125 25 5 90 20 40 95 10 15 95 60 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 Heavy Vehicles(%) 222222222222 Movement Flow Rate 84 132 26 5 95 21 42 100 11 16 100 63 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 10.4 9.1 9.6 9.5 HCM LOS BAAA Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 28% 4% 35% 9% Volume Thru (%) 66% 78% 54% 56% Volume Right (%) 7% 17% 11% 35% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 145 115 230 170 Left Turning Volume 95 90 125 95 Through Volume 10 20 25 60 Right Turning Volume 40 5 80 15 Lane Flow Rate 153 121 242 179 Geometry Group 1111 Degree of Utilization, X 0.215 0.167 0.33 0.24 Departure Headway, Hd 5.068 4.965 4.901 4.833 Convergence(Y/N) Yes Yes Yes Yes Capacity 702 714 726 735 Service Time 3.149 3.05 2.975 2.911 HCM Lane V/C Ratio 0.218 0.169 0.333 0.244 HCM Control Delay 9.6 9.1 10.4 9.5 HCM Lane LOS AABA HCM 95th Percentile Queue 0.8 0.6 1.5 0.9 64 HCM 2010 AWSC 1: Linden & Willow Long Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 17.3 Intersection LOS C Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Volume (vph) 75 190 50 10 290 40 35 135 20 20 155 105 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 Heavy Vehicles(%) 222222222222 Movement Flow Rate 79 200 53 11 305 42 37 142 21 21 163 111 Number of Lanes 010010010010 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1111 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1111 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1111 HCM Control Delay 18 19.2 14.1 16.4 HCM LOS C C B C Lane NELn1 NWLn1 SELn1 SWLn1 Volume Left (%) 18% 3% 24% 7% Volume Thru (%) 71% 85% 60% 55% Volume Right (%) 11% 12% 16% 38% Sign Control Stop Stop Stop Stop Traffic Volume by Lane 190 340 315 280 Left Turning Volume 135 290 190 155 Through Volume 20 40 50 105 Right Turning Volume 35 10 75 20 Lane Flow Rate 200 358 332 295 Geometry Group 1111 Degree of Utilization, X 0.38 0.622 0.583 0.524 Departure Headway, Hd 6.831 6.258 6.329 6.404 Convergence(Y/N) Yes Yes Yes Yes Capacity 524 573 567 560 Service Time 4.913 4.33 4.402 4.478 HCM Lane V/C Ratio 0.382 0.625 0.586 0.527 HCM Control Delay 14.1 19.2 18 16.4 HCM Lane LOS B C C C HCM 95th Percentile Queue 1.8 4.9 4.2 3.3 65 HCM 2010 Roundabout 1: Linden & Willow Long Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 5.8 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 242 121 153 179 Demand Flow Rate (pc/h) 248 123 156 182 Vehicles Circulating (pc/h) 123 231 237 145 Vehicles Exiting (pc/h) 204 162 134 209 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 6.1 5.4 5.9 5.5 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 248 123 156 182 Capacity, Entry Lane (pc/h) 999 897 892 977 Entry HV Adjustment Factor 0.977 0.985 0.981 0.984 Flow Rate, Entry (vph) 242 121 153 179 Capacity, Entry (vph) 976 883 874 961 Volume to Capacity Ratio 0.248 0.137 0.175 0.186 Control Delay (sec/veh) 6.1 5.4 5.9 5.5 Level of Service AAAA 95th-Percentile Queue (veh) 1011 66 HCM 2010 Roundabout 1: Linden & Willow Long Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh) 8.6 Intersection LOS A Approach SE NW NE SW Entry Lanes 1111 Conflicting Circle Lanes 1111 Adjusted Approach Flow (vph) 332 358 200 295 Demand Flow Rate (pc/h) 339 365 204 300 Vehicles Circulating (pc/h) 198 264 306 360 Vehicles Exiting (pc/h) 462 246 231 269 Follow-Up Headway (s) 3.186 3.186 3.186 3.186 Ped Vol. Crossing Leg (#/hr) 0000 Ped Capacity Adjustment 1.000 1.000 1.000 1.000 Approach Delay (sec/veh) 8.1 9.4 7.1 9.4 Approach LOS AAAA Lane Left Left Left Left Designated moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR Right Turn Channelized Lane Utilization 1.000 1.000 1.000 1.000 Critical Headway (s) 5.193 5.193 5.193 5.193 Entry Flow Rate (pc/h) 339 365 204 300 Capacity, Entry Lane (pc/h) 927 868 832 788 Entry HV Adjustment Factor 0.979 0.981 0.981 0.982 Flow Rate, Entry (vph) 332 358 200 295 Capacity, Entry (vph) 908 851 816 775 Volume to Capacity Ratio 0.366 0.421 0.245 0.381 Control Delay (sec/veh) 8.1 9.4 7.1 9.4 Level of Service AAAA 95th-Percentile Queue (veh) 2212 67 HCM 2010 TWSC 3: Linden & Site Access Long Total AM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh): 1.4 Movement NWL NWR NET NER SWL SWT Lane NET Volume (vph) 40 5 135 60 5 Capacity 130 (vph) Conflicting Peds.(#/hr) 0 0 0000 HCM Control Delay (s) - Sign Control Stop Stop Free Free Free HCM Lane Free VC Ratio 0 Right Turn Channelized None None None None None HCM None Lane LOS - Storage Length 0 0 HCM 0 95th Percentile 0 Queue (veh) 0 Median Width 12 0 0 Grade (%) 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 42 5 142 63 5 137 Number of Lanes 1 0 1001 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 321 174 0 0 205 0 Stage 1 174 0 0000 Stage 2 147 0 0000 Follow-up Headway 3.518 3.318 - - 2.218 0 Pot Capacity-1 Maneuver 673 871 - - 1369 - Stage 1 856 - ---- Stage 2 880 - ---- Mov Capacity-1 Maneuver 670.3 871 - - 1369 - Mov Capacity-2 Maneuver 670.3 - ---- Stage 1 # 0 - ---- Stage 2 876.5 - ---- Approach NW NE SW HCM Control Delay (s) 10.6 0 0.3 HCM LOS B A A 68 HCM 2010 TWSC 3: Linden & Site Access Long Total PM Synchro 8 Light Report JMD Intersection Intersection Delay (sec/veh): 1.3 Movement NWL NWR NET NER SWL SWT Lane NET Volume (vph) 50 5 205 45 5 Capacity 230 (vph) Conflicting Peds.(#/hr) 0 0 0000 HCM Control Delay (s) - Sign Control Stop Stop Free Free Free HCM Lane Free VC Ratio 0 Right Turn Channelized None None None None None HCM None Lane LOS - Storage Length 0 0 HCM 0 95th Percentile 0 Queue (veh) 0 Median Width 12 0 0 Grade (%) 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 2 2 2222 Movement Flow Rate 53 5 216 47 5 242 Number of Lanes 1 0 1001 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 492 239 0 0 263 0 Stage 1 239 0 0000 Stage 2 253 0 0000 Follow-up Headway 3.518 3.318 - - 2.218 0 Pot Capacity-1 Maneuver 536 801 - - 1301 - Stage 1 801 - ---- Stage 2 789 - ---- Mov Capacity-1 Maneuver 533.9 801 - - 1301 - Mov Capacity-2 Maneuver 533.9 - ---- Stage 1 # 0 - ---- Stage 2 785.8 - ---- Approach NW NE SW HCM Control Delay (s) 12.3 0 0.2 HCM LOS B A A 69 APPENDIX H 70 SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES 71 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 A A A 1 Actual A A B C B Commercial/Industrial to the southwest Commercial/ Industrial Proposed A A B C B Minimum A A A A A 2 Actual A A A A B Poudre Trail to the north Recreational Proposed A A A A B Minimum A A A A A 3 Actual A A A B B Industrial to the northeast Industrial Proposed A A A B B 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 72 SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES 73 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 to the north Recreation B B B 2 3 4 74