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HomeMy WebLinkAboutFF Subdivision_TIS_Traffic Study Appendix 4-30-19 APPENDIX A Traffic Data File Name : HufFrgAM Site Code : 00000000 Start Date : 5/13/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 22 1 25 1 7 76 0 0 0 1 0 1 0 131 17 0 282 07:15 AM 13 0 35 0 18 103 0 0 0 0 0 0 0 144 28 0 341 07:30 AM 24 0 59 7 28 111 0 0 0 0 0 0 0 173 38 0 440 07:45 AM 33 0 69 0 35 134 0 3 0 0 0 0 7 158 43 2 484 Total 92 1 188 8 88 424 0 3 0 1 0 1 7 606 126 2 1547 08:00 AM 29 0 51 0 28 101 0 0 0 0 0 0 0 197 45 0 451 08:15 AM 20 0 51 0 37 114 0 0 0 0 0 1 0 154 47 1 425 08:30 AM 29 0 47 0 39 113 0 1 0 0 0 0 0 171 24 0 424 08:45 AM 16 0 49 1 49 98 0 0 0 0 0 0 0 150 27 2 392 Total 94 0 198 1 153 426 0 1 0 0 0 1 0 672 143 3 1692 Grand Total 186 1 386 9 241 850 0 4 0 1 0 2 7 1278 269 5 3239 Apprch %32 0.2 66.3 1.5 22 77.6 0 0.4 0 33.3 0 66.7 0.4 82 17.3 0.3 Total %5.7 0 11.9 0.3 7.4 26.2 0 0.1 0 0 0 0.1 0.2 39.5 8.3 0.2 Unshifted 186 1 386 9 241 850 0 4 0 1 0 2 7 1278 269 5 3239 % Unshifted 100 100 100 100 100 100 0 100 0 100 0 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : HufFrgAM Site Code : 00000000 Start Date : 5/13/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 24 0 59 7 90 28 111 0 0 139 0 0 0 0 0 0 173 38 0 211 440 07:45 AM 33 0 69 0 102 35 134 0 3 172 0 0 0 0 0 7 158 43 2 210 484 08:00 AM 29 0 51 0 80 28 101 0 0 129 0 0 0 0 0 0 197 45 0 242 451 08:15 AM 20 0 51 0 71 37 114 0 0 151 0 0 0 1 1 0 154 47 1 202 425 Total Volume 106 0 230 7 343 128 460 0 3 591 0 0 0 1 1 7 682 173 3 865 1800 % App. Total 30.9 0 67.1 2 21.7 77.8 0 0.5 0 0 0 100 0.8 78.8 20 0.3 PHF .803 .000 .833 .250 .841 .865 .858 .000 .250 .859 .000 .000 .000 .250 .250 .250 .865 .920 .375 .894 .930 FERGUSON HUFFINE HUFFINE FERGUSON Right 106 Thru 0 Left 230 Peds 7 InOut Total 301 343 644 Right128 Thru460 Left0 Peds3 OutTotalIn912 591 1503 Left 0 Thru 0 Right 0 Peds 1 Out TotalIn 7 1 8 Left173 Thru682 Right7 Peds3 TotalOutIn566 865 1431 Peak Hour Begins at 07:30 AM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : HufFrgPM Site Code : 00000000 Start Date : 5/13/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 0 0 0 0 0 161 30 0 39 0 38 0 64 183 0 1 516 04:15 PM 0 0 0 0 0 150 34 1 29 0 33 0 62 215 0 3 527 04:30 PM 0 0 0 1 0 145 26 0 40 0 54 0 74 186 0 2 528 04:45 PM 0 0 0 0 0 185 27 0 20 0 38 0 62 176 0 0 508 Total 0 0 0 1 0 641 117 1 128 0 163 0 262 760 0 6 2079 05:00 PM 0 0 0 0 0 197 26 0 29 0 44 0 91 223 0 2 612 05:15 PM 0 0 0 0 0 175 46 2 37 0 45 0 85 217 0 2 609 05:30 PM 0 0 0 0 0 146 30 2 43 0 54 0 74 199 0 3 551 05:45 PM 0 0 0 0 0 146 26 0 31 1 46 0 51 191 0 1 493 Total 0 0 0 0 0 664 128 4 140 1 189 0 301 830 0 8 2265 Grand Total 0 0 0 1 0 1305 245 5 268 1 352 0 563 1590 0 14 4344 Apprch %0 0 0 100 0 83.9 15.8 0.3 43.2 0.2 56.7 0 26 73.4 0 0.6 Total %0 0 0 0 0 30 5.6 0.1 6.2 0 8.1 0 13 36.6 0 0.3 Unshifted 0 0 0 1 0 1305 245 5 268 1 352 0 563 1590 0 14 4344 % Unshifted 0 0 0 100 0 100 100 100 100 100 100 0 100 100 0 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : HufFrgPM Site Code : 00000000 Start Date : 5/13/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 185 27 0 212 20 0 38 0 58 62 176 0 0 238 508 05:00 PM 0 0 0 0 0 0 197 26 0 223 29 0 44 0 73 91 223 0 2 316 612 05:15 PM 0 0 0 0 0 0 175 46 2 223 37 0 45 0 82 85 217 0 2 304 609 05:30 PM 0 0 0 0 0 0 146 30 2 178 43 0 54 0 97 74 199 0 3 276 551 Total Volume 0 0 0 0 0 0 703 129 4 836 129 0 181 0 310 312 815 0 7 1134 2280 % App. Total 0 0 0 0 0 84.1 15.4 0.5 41.6 0 58.4 0 27.5 71.9 0 0.6 PHF .000 .000 .000 .000 .000 .000 .892 .701 .500 .937 .750 .000 .838 .000 .799 .857 .914 .000 .583 .897 .931 FERGUSON HUFFINE HUFFINE FERGUSON Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Right0 Thru703 Left129 Peds4 OutTotalIn944 836 1780 Left 181 Thru 0 Right 129 Peds 0 Out TotalIn 441 310 751 Left0 Thru815 Right312 Peds7 TotalOutIn884 1134 2018 Peak Hour Begins at 04:45 PM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FrgBab Site Code : 00000000 Start Date : 5/14/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 FERGUSON Southbound BABCOCK Westbound FERGUSON Northbound BABCOCK Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 1 35 2 1 4 7 7 2 2 32 2 0 4 4 0 1 104 07:15 AM 1 54 3 0 4 6 6 0 3 35 3 0 11 7 1 1 135 07:30 AM 6 98 8 5 9 11 12 1 9 45 1 1 8 2 3 1 220 07:45 AM 3 117 15 0 9 15 9 1 13 32 3 0 16 10 3 1 247 Total 11 304 28 6 26 39 34 4 27 144 9 1 39 23 7 4 706 08:00 AM 2 84 13 3 6 4 8 1 11 37 3 2 8 7 3 7 199 08:15 AM 3 82 24 4 10 5 8 3 20 45 1 2 11 13 1 13 245 08:30 AM 3 64 4 1 8 6 13 0 6 43 7 0 6 8 2 1 172 08:45 AM 6 92 8 2 6 5 11 2 8 35 3 2 6 4 5 3 198 Total 14 322 49 10 30 20 40 6 45 160 14 6 31 32 11 24 814 *** BREAK *** 04:00 PM 2 58 12 0 11 6 7 3 8 63 3 0 5 4 2 0 184 04:15 PM 3 64 9 2 9 9 10 0 9 62 15 1 10 7 1 1 212 04:30 PM 1 56 12 1 6 14 5 5 5 73 6 5 4 5 0 1 199 04:45 PM 0 51 10 1 20 13 8 1 10 74 6 2 6 8 2 0 212 Total 6 229 43 4 46 42 30 9 32 272 30 8 25 24 5 2 807 05:00 PM 1 60 7 1 14 14 9 2 11 91 13 3 5 10 6 0 247 05:15 PM 3 64 22 2 18 10 9 2 23 95 12 0 7 7 3 1 278 05:30 PM 2 65 15 3 21 16 10 2 18 86 11 3 8 7 1 2 270 05:45 PM 6 61 23 0 7 11 11 2 17 69 17 2 6 17 2 1 252 Total 12 250 67 6 60 51 39 8 69 341 53 8 26 41 12 4 1047 Grand Total 43 1105 187 26 162 152 143 27 173 917 106 23 121 120 35 34 3374 Apprch %3.2 81.2 13.7 1.9 33.5 31.4 29.5 5.6 14.2 75.2 8.7 1.9 39 38.7 11.3 11 Total %1.3 32.8 5.5 0.8 4.8 4.5 4.2 0.8 5.1 27.2 3.1 0.7 3.6 3.6 1 1 Unshifted 43 1105 187 26 162 152 143 27 173 917 106 23 121 120 35 34 3374 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FrgBab Site Code : 00000000 Start Date : 5/14/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 FERGUSON Southbound BABCOCK Westbound FERGUSON Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 6 98 8 5 117 9 11 12 1 33 9 45 1 1 56 8 2 3 1 14 220 07:45 AM 3 117 15 0 135 9 15 9 1 34 13 32 3 0 48 16 10 3 1 30 247 08:00 AM 2 84 13 3 102 6 4 8 1 19 11 37 3 2 53 8 7 3 7 25 199 08:15 AM 3 82 24 4 113 10 5 8 3 26 20 45 1 2 68 11 13 1 13 38 245 Total Volume 14 381 60 12 467 34 35 37 6 112 53 159 8 5 225 43 32 10 22 107 911 % App. Total 3 81.6 12.8 2.6 30.4 31.2 33 5.4 23.6 70.7 3.6 2.2 40.2 29.9 9.3 20.6 PHF .583 .814 .625 .600 .865 .850 .583 .771 .500 .824 .663 .883 .667 .625 .827 .672 .615 .833 .423 .704 .922 FERGUSON BABCOCK BABCOCK FERGUSON Right 14 Thru 381 Left 60 Peds 12 InOut Total 203 467 670 Right34 Thru35 Left37 Peds6 OutTotalIn145 112 257 Left 8 Thru 159 Right 53 Peds 5 Out TotalIn 461 225 686 Left10 Thru32 Right43 Peds22 TotalOutIn57 107 164 Peak Hour Begins at 07:30 AM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FrgBab Site Code : 00000000 Start Date : 5/14/2013 Page No : 3 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 FERGUSON Southbound BABCOCK Westbound FERGUSON Northbound BABCOCK Eastbound Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 60 7 1 69 14 14 9 2 39 11 91 13 3 118 5 10 6 0 21 247 05:15 PM 3 64 22 2 91 18 10 9 2 39 23 95 12 0 130 7 7 3 1 18 278 05:30 PM 2 65 15 3 85 21 16 10 2 49 18 86 11 3 118 8 7 1 2 18 270 05:45 PM 6 61 23 0 90 7 11 11 2 31 17 69 17 2 105 6 17 2 1 26 252 Total Volume 12 250 67 6 335 60 51 39 8 158 69 341 53 8 471 26 41 12 4 83 1047 % App. Total 3.6 74.6 20 1.8 38 32.3 24.7 5.1 14.6 72.4 11.3 1.7 31.3 49.4 14.5 4.8 PHF .500 .962 .728 .500 .920 .714 .797 .886 1.00 .806 .750 .897 .779 .667 .906 .813 .603 .500 .500 .798 .942 FERGUSON BABCOCK BABCOCK FERGUSON Right 12 Thru 250 Left 67 Peds 6 InOut Total 413 335 748 Right60 Thru51 Left39 Peds8 OutTotalIn177 158 335 Left 53 Thru 341 Right 69 Peds 8 Out TotalIn 315 471 786 Left12 Thru41 Right26 Peds4 TotalOutIn116 83 199 Peak Hour Begins at 05:00 PM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnHuff Site Code : 00000000 Start Date : 5/16/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:15 AM 8 10 12 0 1 93 6 0 10 8 15 0 8 153 15 0 339 07:30 AM 27 17 6 0 4 130 8 0 6 10 13 0 10 151 16 0 398 07:45 AM 26 24 17 0 14 140 9 0 11 22 19 0 14 171 28 0 495 Total 61 51 35 0 19 363 23 0 27 40 47 0 32 475 59 0 1232 08:00 AM 19 35 14 0 14 121 9 0 9 39 11 0 18 226 29 0 544 08:15 AM 20 29 16 0 11 107 10 0 21 27 16 0 19 150 36 0 462 08:30 AM 13 18 17 0 14 138 12 0 15 18 17 0 11 177 22 0 472 08:45 AM 17 18 20 0 14 88 4 0 6 10 9 0 6 198 21 0 411 Total 69 100 67 0 53 454 35 0 51 94 53 0 54 751 108 0 1889 09:00 AM 12 8 12 0 17 81 5 0 19 15 9 0 12 151 17 0 358 *** BREAK *** Total 12 8 12 0 17 81 5 0 19 15 9 0 12 151 17 0 358 *** BREAK *** 04:00 PM 20 12 17 0 24 151 9 0 7 21 12 0 7 149 29 0 458 04:15 PM 20 22 26 0 21 167 17 0 8 26 9 0 7 152 31 0 506 04:30 PM 20 21 22 0 14 160 17 0 15 19 14 0 3 147 18 0 470 04:45 PM 17 29 28 0 20 148 12 0 9 17 19 0 8 182 32 0 521 Total 77 84 93 0 79 626 55 0 39 83 54 0 25 630 110 0 1955 05:00 PM 21 27 30 1 23 190 18 0 7 24 25 0 9 196 51 0 622 05:15 PM 24 24 16 0 29 186 21 0 10 23 22 0 15 210 38 0 618 05:30 PM 35 17 23 1 29 187 12 0 12 22 8 0 13 173 22 0 554 05:45 PM 23 28 24 0 22 143 17 0 10 26 19 0 9 186 28 0 535 Total 103 96 93 2 103 706 68 0 39 95 74 0 46 765 139 0 2329 Grand Total 322 339 300 2 271 2230 186 0 175 327 237 0 169 2772 433 0 7763 Apprch %33.4 35.2 31.2 0.2 10.1 83 6.9 0 23.7 44.2 32.1 0 5 82.2 12.8 0 Total %4.1 4.4 3.9 0 3.5 28.7 2.4 0 2.3 4.2 3.1 0 2.2 35.7 5.6 0 Unshifted 322 339 300 2 271 2230 186 0 175 327 237 0 169 2772 433 0 7763 % Unshifted 100 100 100 100 100 100 100 0 100 100 100 0 100 100 100 0 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnHuff Site Code : 00000000 Start Date : 5/16/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:15 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 26 24 17 0 67 14 140 9 0 163 11 22 19 0 52 14 171 28 0 213 495 08:00 AM 19 35 14 0 68 14 121 9 0 144 9 39 11 0 59 18 226 29 0 273 544 08:15 AM 20 29 16 0 65 11 107 10 0 128 21 27 16 0 64 19 150 36 0 205 462 08:30 AM 13 18 17 0 48 14 138 12 0 164 15 18 17 0 50 11 177 22 0 210 472 Total Volume 78 106 64 0 248 53 506 40 0 599 56 106 63 0 225 62 724 115 0 901 1973 % App. Total 31.5 42.7 25.8 0 8.8 84.5 6.7 0 24.9 47.1 28 0 6.9 80.4 12.8 0 PHF .750 .757 .941 .000 .912 .946 .904 .833 .000 .913 .667 .679 .829 .000 .879 .816 .801 .799 .000 .825 .907 COTTONWOOD HUFFINE HUFFINE COTTONWOOD Right 78 Thru 106 Left 64 Peds 0 InOut Total 274 248 522 Right53 Thru506 Left40 Peds0 OutTotalIn844 599 1443 Left 63 Thru 106 Right 56 Peds 0 Out TotalIn 208 225 433 Left115 Thru724 Right62 Peds0 TotalOutIn647 901 1548 Peak Hour Begins at 07:45 AM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnHuff Site Code : 00000000 Start Date : 5/16/2013 Page No : 3 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE Eastbound Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 21 27 30 1 79 23 190 18 0 231 7 24 25 0 56 9 196 51 0 256 622 05:15 PM 24 24 16 0 64 29 186 21 0 236 10 23 22 0 55 15 210 38 0 263 618 05:30 PM 35 17 23 1 76 29 187 12 0 228 12 22 8 0 42 13 173 22 0 208 554 05:45 PM 23 28 24 0 75 22 143 17 0 182 10 26 19 0 55 9 186 28 0 223 535 Total Volume 103 96 93 2 294 103 706 68 0 877 39 95 74 0 208 46 765 139 0 950 2329 % App. Total 35 32.7 31.6 0.7 11.7 80.5 7.8 0 18.8 45.7 35.6 0 4.8 80.5 14.6 0 PHF .736 .857 .775 .500 .930 .888 .929 .810 .000 .929 .813 .913 .740 .000 .929 .767 .911 .681 .000 .903 .936 COTTONWOOD HUFFINE HUFFINE COTTONWOOD Right 103 Thru 96 Left 93 Peds 2 InOut Total 337 294 631 Right103 Thru706 Left68 Peds0 OutTotalIn897 877 1774 Left 74 Thru 95 Right 39 Peds 0 Out TotalIn 210 208 418 Left139 Thru765 Right46 Peds0 TotalOutIn883 950 1833 Peak Hour Begins at 05:00 PM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CottFaln Site Code : 00000000 Start Date : 5/17/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 19 1 0 2 1 7 0 2 6 5 0 0 0 0 0 43 07:15 AM 1 31 0 0 2 1 5 0 1 19 6 0 1 0 0 0 67 07:30 AM 3 46 6 0 1 2 8 0 3 29 6 0 2 0 1 0 107 07:45 AM 9 69 2 0 3 2 6 0 9 33 10 0 2 0 0 0 145 Total 13 165 9 0 8 6 26 0 15 87 27 0 5 0 1 0 362 08:00 AM 1 44 6 0 1 0 2 0 2 52 8 0 3 0 1 0 120 08:15 AM 6 45 4 0 2 0 3 0 5 38 9 0 2 0 0 0 114 08:30 AM 2 45 4 0 2 2 5 0 3 29 3 1 4 1 0 0 101 08:45 AM 2 29 4 1 4 1 2 0 4 27 7 0 4 3 1 0 89 Total 11 163 18 1 9 3 12 0 14 146 27 1 13 4 2 0 424 *** BREAK *** 04:00 PM 3 39 2 1 0 1 3 0 5 48 10 0 7 1 2 0 122 04:15 PM 0 43 1 0 0 0 1 0 3 76 8 0 6 1 3 0 142 04:30 PM 1 48 4 0 1 0 5 0 5 46 6 0 6 2 2 0 126 04:45 PM 3 47 9 0 3 1 2 0 4 52 4 0 11 2 3 0 141 Total 7 177 16 1 4 2 11 0 17 222 28 0 30 6 10 0 531 05:00 PM 2 45 3 0 2 4 21 1 8 52 8 0 6 1 2 0 155 05:15 PM 1 81 3 0 6 4 72 0 6 54 6 0 10 0 0 0 243 05:30 PM 1 68 3 0 6 1 56 0 5 64 8 0 14 2 3 0 231 05:45 PM 0 46 5 2 3 2 17 0 7 57 1 0 9 1 4 0 154 Total 4 240 14 2 17 11 166 1 26 227 23 0 39 4 9 0 783 Grand Total 35 745 57 4 38 22 215 1 72 682 105 1 87 14 22 0 2100 Apprch %4.2 88.6 6.8 0.5 13.8 8 77.9 0.4 8.4 79.3 12.2 0.1 70.7 11.4 17.9 0 Total %1.7 35.5 2.7 0.2 1.8 1 10.2 0 3.4 32.5 5 0 4.1 0.7 1 0 Unshifted 34 743 57 4 38 22 215 1 72 682 105 1 87 14 22 0 2097 % Unshifted 97.1 99.7 100 100 100 100 100 100 100 100 100 100 100 100 100 0 99.9 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 % Bank 2 2.9 0.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CottFaln Site Code : 00000000 Start Date : 5/17/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 3 46 6 0 55 1 2 8 0 11 3 29 6 0 38 2 0 1 0 3 107 07:45 AM 9 69 2 0 80 3 2 6 0 11 9 33 10 0 52 2 0 0 0 2 145 08:00 AM 1 44 6 0 51 1 0 2 0 3 2 52 8 0 62 3 0 1 0 4 120 08:15 AM 6 45 4 0 55 2 0 3 0 5 5 38 9 0 52 2 0 0 0 2 114 Total Volume 19 204 18 0 241 7 4 19 0 30 19 152 33 0 204 9 0 2 0 11 486 % App. Total 7.9 84.6 7.5 0 23.3 13.3 63.3 0 9.3 74.5 16.2 0 81.8 0 18.2 0 PHF .528 .739 .750 .000 .753 .583 .500 .594 .000 .682 .528 .731 .825 .000 .823 .750 .000 .500 .000 .688 .838 COTTONWOOD FALLON FALLON COTTONWOOD Right 19 Thru 204 Left 18 Peds 0 InOut Total 161 241 402 Right7 Thru4 Left19 Peds0 OutTotalIn37 30 67 Left 33 Thru 152 Right 19 Peds 0 Out TotalIn 232 204 436 Left2 Thru0 Right9 Peds0 TotalOutIn56 11 67 Peak Hour Begins at 07:30 AM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CottFaln Site Code : 00000000 Start Date : 5/17/2013 Page No : 3 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 2 45 3 0 50 2 4 21 1 28 8 52 8 0 68 6 1 2 0 9 155 05:15 PM 1 81 3 0 85 6 4 72 0 82 6 54 6 0 66 10 0 0 0 10 243 05:30 PM 1 68 3 0 72 6 1 56 0 63 5 64 8 0 77 14 2 3 0 19 231 05:45 PM 0 46 5 2 53 3 2 17 0 22 7 57 1 0 65 9 1 4 0 14 154 Total Volume 4 240 14 2 260 17 11 166 1 195 26 227 23 0 276 39 4 9 0 52 783 % App. Total 1.5 92.3 5.4 0.8 8.7 5.6 85.1 0.5 9.4 82.2 8.3 0 75 7.7 17.3 0 PHF .500 .741 .700 .250 .765 .708 .688 .576 .250 .595 .813 .887 .719 .000 .896 .696 .500 .563 .000 .684 .806 COTTONWOOD FALLON FALLON COTTONWOOD Right 4 Thru 240 Left 14 Peds 2 InOut Total 253 260 513 Right17 Thru11 Left166 Peds1 OutTotalIn44 195 239 Left 23 Thru 227 Right 26 Peds 0 Out TotalIn 445 276 721 Left9 Thru4 Right39 Peds0 TotalOutIn38 52 90 Peak Hour Begins at 05:00 PM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnBab Site Code : 00000000 Start Date : 5/15/2013 Page No : 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 4 20 3 0 2 0 5 0 1 15 1 0 0 0 2 0 53 07:15 AM 3 38 2 0 1 2 7 0 2 20 1 0 0 2 1 1 80 07:30 AM 13 47 2 0 3 6 11 0 1 22 0 0 0 1 2 0 108 07:45 AM 6 83 4 0 0 2 14 0 4 46 6 0 0 0 0 0 165 Total 26 188 11 0 6 10 37 0 8 103 8 0 0 3 5 1 406 08:00 AM 3 60 3 0 2 1 15 0 7 40 3 0 0 0 1 0 135 08:15 AM 8 68 1 0 3 0 13 0 6 56 1 1 0 2 1 0 160 08:30 AM 2 48 4 0 2 1 5 0 2 37 1 0 0 1 0 0 103 08:45 AM 4 43 1 0 1 0 11 0 6 31 0 1 0 2 0 0 100 Total 17 219 9 0 8 2 44 0 21 164 5 2 0 5 2 0 498 *** BREAK *** 04:00 PM 0 31 2 0 3 1 6 1 4 44 2 0 0 0 2 1 97 04:15 PM 3 54 2 0 5 0 6 1 13 55 2 0 5 3 1 0 150 04:30 PM 2 48 2 0 3 1 8 0 17 70 0 0 2 1 2 0 156 04:45 PM 4 45 1 1 3 0 11 0 6 50 1 0 0 1 5 0 128 Total 9 178 7 1 14 2 31 2 40 219 5 0 7 5 10 1 531 05:00 PM 1 37 1 2 4 0 7 0 18 67 0 0 0 2 6 0 145 05:15 PM 1 38 4 0 1 1 9 0 17 64 1 0 1 2 7 0 146 05:30 PM 2 39 4 0 8 2 6 0 13 69 0 0 1 1 8 0 153 05:45 PM 1 50 3 0 13 0 7 0 15 59 2 0 1 1 7 0 159 Total 5 164 12 2 26 3 29 0 63 259 3 0 3 6 28 0 603 Grand Total 57 749 39 3 54 17 141 2 132 745 21 2 10 19 45 2 2038 Apprch %6.7 88.3 4.6 0.4 25.2 7.9 65.9 0.9 14.7 82.8 2.3 0.2 13.2 25 59.2 2.6 Total %2.8 36.8 1.9 0.1 2.6 0.8 6.9 0.1 6.5 36.6 1 0.1 0.5 0.9 2.2 0.1 Unshifted 57 745 38 3 52 16 141 2 128 743 21 2 10 19 45 2 2024 % Unshifted 100 99.5 97.4 100 96.3 94.1 100 100 97 99.7 100 100 100 100 100 100 99.3 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 4 1 0 2 1 0 0 4 2 0 0 0 0 0 0 14 % Bank 2 0 0.5 2.6 0 3.7 5.9 0 0 3 0.3 0 0 0 0 0 0 0.7 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnBab Site Code : 00000000 Start Date : 5/15/2013 Page No : 2 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 13 47 2 0 62 3 6 11 0 20 1 22 0 0 23 0 1 2 0 3 108 07:45 AM 6 83 4 0 93 0 2 14 0 16 4 46 6 0 56 0 0 0 0 0 165 08:00 AM 3 60 3 0 66 2 1 15 0 18 7 40 3 0 50 0 0 1 0 1 135 08:15 AM 8 68 1 0 77 3 0 13 0 16 6 56 1 1 64 0 2 1 0 3 160 Total Volume 30 258 10 0 298 8 9 53 0 70 18 164 10 1 193 0 3 4 0 7 568 % App. Total 10.1 86.6 3.4 0 11.4 12.9 75.7 0 9.3 85 5.2 0.5 0 42.9 57.1 0 PHF .577 .777 .625 .000 .801 .667 .375 .883 .000 .875 .643 .732 .417 .250 .754 .000 .375 .500 .000 .583 .861 COTTONWOOD BABCOCK BABCOCK COTTONWOOD Right 30 Thru 258 Left 10 Peds 0 InOut Total 176 298 474 Right8 Thru9 Left53 Peds0 OutTotalIn31 70 101 Left 10 Thru 164 Right 18 Peds 1 Out TotalIn 311 193 504 Left4 Thru3 Right0 Peds0 TotalOutIn49 7 56 Peak Hour Begins at 07:30 AM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CtnBab Site Code : 00000000 Start Date : 5/15/2013 Page No : 3 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 37 1 2 41 4 0 7 0 11 18 67 0 0 85 0 2 6 0 8 145 05:15 PM 1 38 4 0 43 1 1 9 0 11 17 64 1 0 82 1 2 7 0 10 146 05:30 PM 2 39 4 0 45 8 2 6 0 16 13 69 0 0 82 1 1 8 0 10 153 05:45 PM 1 50 3 0 54 13 0 7 0 20 15 59 2 0 76 1 1 7 0 9 159 Total Volume 5 164 12 2 183 26 3 29 0 58 63 259 3 0 325 3 6 28 0 37 603 % App. Total 2.7 89.6 6.6 1.1 44.8 5.2 50 0 19.4 79.7 0.9 0 8.1 16.2 75.7 0 PHF .625 .820 .750 .250 .847 .500 .375 .806 .000 .725 .875 .938 .375 .000 .956 .750 .750 .875 .000 .925 .948 COTTONWOOD BABCOCK BABCOCK COTTONWOOD Right 5 Thru 164 Left 12 Peds 2 InOut Total 313 183 496 Right26 Thru3 Left29 Peds0 OutTotalIn81 58 139 Left 3 Thru 259 Right 63 Peds 0 Out TotalIn 196 325 521 Left28 Thru6 Right3 Peds0 TotalOutIn11 37 48 Peak Hour Begins at 05:00 PM Unshifted Bank 1 Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 APPENDIX B Traffic Model Spring Creek Village ‐ Lot 4Traffic Model2401236332846860165660362013 AM Existing Traffic024Babcock St.12120184401280166452Cottonwood RoadResort DriveRavalk St.36122768Ferguson Avenue824Fallon Str.840The Ridge01324364203161248604644116488876561404841321125636 Huffine Lane276404116361809041567887244 Spring Creek Village ‐ Lot 4Traffic Model4521272200025640122888362013 PM Existing Traffic48Babcock St.124842362838028602892Cottonwood RoadResort DriveRavalk St.8818016Ferguson Avenue1284Fallon Str.832The Ridge4208243241229216124161604396764849210876011636412072 Huffine Lane176892204100104784967883628 0Spring Creek Village ‐ Lot 413 4Traffic Model35 12133530Site Generated Traffic4430ModelBabcock St.15410AM1210Cottonwood AvenueResort DriveRavalk St.1244350 Fallon Str.0The Ridge91518OUT IN59 17425% SW15 44030% SE18 52020% NW12 3525% NE15 441859 174001252123155252185252354401835939IN 174OUT 59 0Spring Creek Village ‐ Lot 415 17Traffic Model49 55154934Site Generated Traffic4934ModelBabcock St.551739PM5539Cottonwood AvenueResort DriveRavalk St.5549490 Fallon Str.0The Ridge155583OUT IN275 24330% SW83 73030% SE83 73020% NW55 4920% NE55 4983275 24300667366178373738373735873083581517 15IN 243OUT 275 Spring Creek Village ‐ Lot 4Traffic Model240253636784689016566036TOTAL024Babcock St.1612AM0196501280166452Cottonwood AvenueResort DriveRavalk St.362427684324Fallon Str.840The Ridge01414364203161248604644116668876561404966313211256392158829445611636531809391659687887244 Spring Creek Village ‐ Lot 4Traffic Model452277224902567412288836TOTAL48Babcock St.2948PM42916738028602892Cottonwood AvenueResort DriveRavalk St.863180166184Fallon Str.832The Ridge422324320412292161241616043961594849210882612411636412089 12510812599652041001241048421118927883628 APPENDIX C LOS Calculations 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Huffine & Furguson AM Analysis Year Analysis Period 1> 7:00 File Name Fergusam.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 180 788 404 112 276 132 Signal Information Green Yellow Red 47.0 32.0 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 2 1 6 0 4 4 Case Number 6.0 6.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 90.0 90.0 0.0 90.0 0.0 37.0 37.0 Change Period, (Y+Rc), s 6.0 6.0 0.0 6.0 0.0 5.0 5.0 Max Allow Headway (MAH), s 0.0 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 34.0 34.0 Green Extension Time (ge),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 180 788 0 0 404 112 0 276 0 132 Adjusted Saturation Flow Rate (s), veh/h/ln 1037 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 10.2 12.0 0.0 0.0 5.4 3.2 0.0 10.4 32.0 5.2 Cycle Queue Clearance Time (gc), s 15.6 12.0 0.0 0.0 5.4 3.2 0.0 10.4 32.0 5.2 Capacity (c), veh/h 559 1889 1889 841 643 0 573 Volume-to-Capacity Ratio (X)0.322 0.417 0.000 0.000 0.214 0.133 0.000 0.429 0.000 0.231 Available Capacity (ca), veh/h 559 1889 1889 841 643 0 573 Back of Queue (Q), veh/ln 2.5 4.7 2.1 1.2 4.3 1.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 15.8 13.1 11.6 11.0 22.1 0.0 20.4 Incremental Delay (d2), s/veh 1.5 0.7 0.0 0.0 0.3 0.3 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 17.3 13.8 11.8 11.4 22.2 0.0 20.4 Level of Service (LOS)B B B B C C Approach Delay, s/veh / LOS 14.5 B 11.7 B 0.0 21.6 C Intersection Delay s/veh / LOS 15.3 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.3 A 0.9 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:53:14 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Ferguson & Huffine PM Analysis Year Analysis Period 1> 7:00 File Name Ferguspm.xus Project Description Spring Creek Lot 4 2013 PM Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 104 788 892 364 176 116 Signal Information Green Yellow Red 13.0 41.0 30.0 0.0 0.0 0.0 3.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 97.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 0 4 4 Case Number 1.0 4.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 16.0 97.0 0.0 81.0 0.0 34.0 34.0 Change Period, (Y+Rc), s 3.0 6.0 0.0 6.0 0.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 3.6 32.0 32.0 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 104 788 0 0 892 364 0 176 0 116 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 1.6 11.1 0.0 0.0 18.3 16.4 0.0 7.2 30.0 5.2 Cycle Queue Clearance Time (gc), s 1.6 11.1 0.0 0.0 18.3 16.4 0.0 7.2 30.0 5.2 Capacity (c), veh/h 326 2126 1529 681 560 0 498 Volume-to-Capacity Ratio (X)0.319 0.371 0.000 0.000 0.583 0.535 0.000 0.314 0.000 0.233 Available Capacity (ca), veh/h 326 2126 1529 681 560 0 498 Back of Queue (Q), veh/ln 1.7 4.3 7.8 6.5 3.1 2.0 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 20.7 10.5 21.5 20.9 25.6 0.0 24.9 Incremental Delay (d2), s/veh 0.2 0.5 0.0 0.0 1.6 3.0 0.0 0.1 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 20.9 11.0 23.1 23.9 25.8 0.0 25.0 Level of Service (LOS)C B C C C C Approach Delay, s/veh / LOS 12.2 B 23.3 C 0.0 25.5 C Intersection Delay s/veh / LOS 19.5 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.2 A 1.5 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:55:18 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing 213 Project Description Spring Creek Village East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)64 116 88 48 316 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)64 116 88 48 316 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 48 60 12 20 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 48 60 12 20 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h)64 48 92 56 C (m) (veh/h)1251 1380 348 608 v/c 0.05 0.03 0.26 0.09 95% queue length 0.16 0.11 1.04 0.30 Control Delay (s/veh)8.0 7.7 19.0 11.5 LOS A A C B Approach Delay (s/veh)----19.0 11.5 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:01 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k58CB.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)160 396 4 12 292 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)160 396 4 12 292 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 4 76 4 16 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 4 76 4 16 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h)160 12 32 96 C (m) (veh/h)1277 1170 250 438 v/c 0.13 0.01 0.13 0.22 95% queue length 0.43 0.03 0.43 0.83 Control Delay (s/veh)8.2 8.1 21.5 15.5 LOS A A C C Approach Delay (s/veh)----21.5 15.5 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:02 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kE2C6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 128 52 60 468 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 40 64 36 60 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 40 64 36 60 36 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)12 60 36 96 116 C (m) (veh/h)1093 1408 223 408 394 v/c 0.01 0.04 0.16 0.24 0.29 95% queue length 0.03 0.13 0.56 0.90 1.21 Control Delay (s/veh)8.3 7.7 24.2 16.5 17.9 LOS A A C C C Approach Delay (s/veh)----18.6 17.9 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k7AA6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)48 380 92 88 256 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)48 380 92 88 256 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 28 28 35 40 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 28 28 35 40 72 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)48 88 35 112 68 C (m) (veh/h)1307 1100 176 380 272 v/c 0.04 0.08 0.20 0.29 0.25 95% queue length 0.11 0.26 0.72 1.21 0.96 Control Delay (s/veh)7.9 8.6 30.5 18.4 22.6 LOS A A D C C Approach Delay (s/veh)----21.3 22.6 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:01 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kFB1E.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Cottonwood & Huffine AM Analysis Year Analysis Period 1> 7:00 File Name CottonwoodAM.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 116 904 72 36 484 56 36 156 44 56 140 76 Signal Information Green Yellow Red 11.9 35.0 13.1 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 15.9 41.0 15.9 41.0 17.1 17.1 17.1 17.1 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 3.8 2.5 12.5 12.5 12.8 12.8 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.3 0.3 0.3 0.3 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 1.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 116 494 482 36 274 266 36 0 200 56 0 216 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1850 1882 1900 1831 1184 0 1828 1201 0 1787 Queue Service time (gs ), s 1.8 13.7 13.7 0.5 6.6 6.6 2.2 0.0 7.5 3.3 0.0 8.4 Cycle Queue Clearance Time (gc), s 1.8 13.7 13.7 0.5 6.6 6.6 10.5 0.0 7.5 10.8 0.0 8.4 Capacity (c), veh/h 750 899 876 574 899 866 174 324 189 317 Volume-to-Capacity Ratio (X)0.155 0.550 0.550 0.063 0.305 0.307 0.207 0.000 0.617 0.296 0.000 0.682 Available Capacity (ca), veh/h 750 899 876 574 899 866 204 370 220 362 Back of Queue (Q), veh/ln 0.6 5.9 5.8 0.2 2.8 2.7 0.6 3.3 1.0 3.7 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 5.6 13.9 13.9 6.4 12.0 12.0 33.4 28.1 33.1 28.5 Incremental Delay (d2), s/veh 0.0 2.4 2.5 0.0 0.9 0.9 0.2 0.0 1.4 0.3 0.0 3.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.7 16.3 16.4 6.4 12.9 12.9 33.6 29.5 33.4 31.6 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 15.2 B 12.5 B 30.1 C 31.9 C Intersection Delay s/veh / LOS 18.2 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A 0.9 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:56:08 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Cottonwood & Huffine PM Analysis Year Analysis Period 1> 7:00 File Name CottonwoodPM.xus Project Description Spring Creek Lot 4 - 2013 PM Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 204 784 36 72 760 92 100 96 28 120 108 84 Signal Information Green Yellow Red 14.4 30.0 15.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 18.4 36.0 18.4 36.0 19.6 19.6 19.6 19.6 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 5.6 3.2 15.0 15.0 12.7 12.7 Green Extension Time (ge),s 0.2 0.0 0.0 0.0 0.6 0.6 0.7 0.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.35 0.35 0.09 0.09 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 204 413 407 72 434 418 100 0 124 120 0 192 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1870 1882 1900 1828 1210 0 1826 1287 0 1761 Queue Service time (gs ), s 3.6 12.2 12.2 1.2 13.0 13.0 5.9 0.0 4.3 6.4 0.0 7.1 Cycle Queue Clearance Time (gc), s 3.6 12.2 12.2 1.2 13.0 13.0 13.0 0.0 4.3 10.7 0.0 7.1 Capacity (c), veh/h 619 772 760 632 772 743 236 385 295 371 Volume-to-Capacity Ratio (X)0.329 0.535 0.535 0.114 0.562 0.563 0.424 0.000 0.322 0.407 0.000 0.517 Available Capacity (ca), veh/h 620 772 760 633 772 743 308 493 372 476 Back of Queue (Q), veh/ln 1.2 5.5 5.4 0.4 5.9 5.7 1.7 1.8 2.1 2.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 8.3 16.7 16.7 7.3 16.9 16.9 31.6 24.7 29.2 25.9 Incremental Delay (d2), s/veh 0.1 2.7 2.7 0.0 3.0 3.1 0.4 0.0 0.2 0.3 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 8.4 19.3 19.4 7.3 19.9 20.0 32.1 24.9 29.6 26.3 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 17.2 B 18.9 B 28.1 C 27.5 C Intersection Delay s/veh / LOS 20.1 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.3 A 1.2 A 0.9 A 1.0 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:56:48 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 128 52 60 468 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 40 64 36 60 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 40 64 36 60 36 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh/h)12 60 132 116 C (m) (veh/h)1093 1408 338 402 v/c 0.01 0.04 0.39 0.29 95% queue length 0.03 0.13 1.80 1.18 Control Delay (s/veh)8.3 7.7 22.3 17.5 LOS A A C C Approach Delay (s/veh)----22.3 17.5 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k9ADD.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)32 208 32 12 180 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)32 208 32 12 180 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 4 24 84 16 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 4 24 84 16 8 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh/h)32 12 108 36 C (m) (veh/h)1398 1339 467 666 v/c 0.02 0.01 0.23 0.05 95% queue length 0.07 0.03 0.89 0.17 Control Delay (s/veh)7.6 7.7 15.0 10.7 LOS A A C B Approach Delay (s/veh)----15.0 10.7 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k852.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Garden Grove East/West Street: Babcock North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)24 184 16 16 332 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 184 16 16 332 24 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 1 1 56 8 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 1 1 56 8 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v (veh/h)24 16 56 9 1 2 C (m) (veh/h)1214 1384 500 419 361 540 v/c 0.02 0.01 0.11 0.02 0.00 0.00 95% queue length 0.06 0.04 0.38 0.07 0.01 0.01 Control Delay (s/veh)8.0 7.6 13.1 13.8 15.0 11.7 LOS A A B B B B Approach Delay (s/veh)----13.2 12.8 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 7:58 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kC263.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Garden Grove East/West Street: Babcock North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)8 236 60 12 200 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 236 60 12 200 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 28 28 1 52 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 28 28 1 52 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v (veh/h)8 12 28 53 4 32 C (m) (veh/h)1380 1277 533 798 400 838 v/c 0.01 0.01 0.05 0.07 0.01 0.04 95% queue length 0.02 0.03 0.17 0.21 0.03 0.12 Control Delay (s/veh)7.6 7.8 12.1 9.8 14.1 9.5 LOS A A B A B A Approach Delay (s/veh)----10.6 10.0 Approach LOS ----B A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 7:59 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k2492.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period AM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)4 968 576 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 968 0 0 576 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)4 4 C (m) (veh/h)1001 752 v/c 0.00 0.01 95% queue length 0.01 0.02 Control Delay (s/veh)8.6 9.8 LOS A A Approach Delay (s/veh)----9.8 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:02 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k49B6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period Intersection Huffine & Resort Jurisdiction MDT Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)7 892 924 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)7 892 0 0 924 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 5 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)7 5 C (m) (veh/h)743 604 v/c 0.01 0.01 95% queue length 0.03 0.03 Control Delay (s/veh)9.9 11.0 LOS A B Approach Delay (s/veh)----11.0 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:03 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k9CD8.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period AM Peak PHF 1.00 Intersection Huffine & Furguson Analysis Year With Dev.Analysis Period 1> 7:00 File Name Fergusam.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 180 788 454 112 294 132 Signal Information Green Yellow Red 47.0 32.0 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 2 1 6 0 4 4 Case Number 6.0 6.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 90.0 90.0 0.0 90.0 0.0 37.0 37.0 Change Period, (Y+Rc), s 6.0 6.0 0.0 6.0 0.0 5.0 5.0 Max Allow Headway (MAH), s 0.0 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 34.0 34.0 Green Extension Time (ge),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 180 788 0 0 454 112 0 294 0 132 Adjusted Saturation Flow Rate (s), veh/h/ln 990 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 10.9 12.0 0.0 0.0 6.2 3.2 0.0 11.3 32.0 5.2 Cycle Queue Clearance Time (gc), s 17.1 12.0 0.0 0.0 6.2 3.2 0.0 11.3 32.0 5.2 Capacity (c), veh/h 529 1889 1889 841 643 0 573 Volume-to-Capacity Ratio (X)0.340 0.417 0.000 0.000 0.240 0.133 0.000 0.457 0.000 0.231 Available Capacity (ca), veh/h 529 1889 1889 841 643 0 573 Back of Queue (Q), veh/ln 2.6 4.7 2.4 1.2 4.7 1.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 16.4 13.1 11.7 11.0 22.3 0.0 20.4 Incremental Delay (d2), s/veh 1.7 0.7 0.0 0.0 0.3 0.3 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 18.2 13.8 12.0 11.4 22.5 0.0 20.4 Level of Service (LOS)B B B B C C Approach Delay, s/veh / LOS 14.6 B 11.9 B 0.0 21.9 C Intersection Delay s/veh / LOS 15.4 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.3 A 1.0 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:28:38 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PM Peak PHF 1.00 Intersection Ferguson & Huffine Analysis Year Analysis Period 1> 7:00 File Name Ferguspm.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 104 788 965 364 259 116 Signal Information Green Yellow Red 13.0 41.0 30.0 0.0 0.0 0.0 3.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 97.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 0 4 4 Case Number 1.0 4.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 16.0 97.0 0.0 81.0 0.0 34.0 34.0 Change Period, (Y+Rc), s 3.0 6.0 0.0 6.0 0.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 3.6 32.0 32.0 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 104 788 0 0 965 364 0 259 0 116 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 1.6 11.1 0.0 0.0 20.4 16.4 0.0 11.2 30.0 5.2 Cycle Queue Clearance Time (gc), s 1.6 11.1 0.0 0.0 20.4 16.4 0.0 11.2 30.0 5.2 Capacity (c), veh/h 326 2126 1529 681 560 0 498 Volume-to-Capacity Ratio (X)0.319 0.371 0.000 0.000 0.631 0.535 0.000 0.463 0.000 0.233 Available Capacity (ca), veh/h 326 2126 1529 681 560 0 498 Back of Queue (Q), veh/ln 1.7 4.3 8.8 6.5 4.8 2.0 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 20.7 10.5 22.0 20.9 27.0 0.0 24.9 Incremental Delay (d2), s/veh 0.2 0.5 0.0 0.0 2.0 3.0 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 20.9 11.0 24.0 23.9 27.2 0.0 25.0 Level of Service (LOS)C B C C C C Approach Delay, s/veh / LOS 12.2 B 24.0 C 0.0 26.5 C Intersection Delay s/veh / LOS 20.3 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.2 A 1.6 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:30:16 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)64 116 88 48 316 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)64 116 88 48 316 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 66 60 12 20 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 66 60 12 20 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h)64 48 92 74 C (m) (veh/h)1251 1380 338 634 v/c 0.05 0.03 0.27 0.12 95% queue length 0.16 0.11 1.08 0.39 Control Delay (s/veh)8.0 7.7 19.6 11.4 LOS A A C B Approach Delay (s/veh)----19.6 11.4 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:34 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k8876.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)160 396 4 12 292 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)160 396 4 12 292 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 4 159 4 16 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 4 159 4 16 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h)160 12 32 179 C (m) (veh/h)1277 1170 239 543 v/c 0.13 0.01 0.13 0.33 95% queue length 0.43 0.03 0.46 1.43 Control Delay (s/veh)8.2 8.1 22.4 14.9 LOS A A C B Approach Delay (s/veh)----22.4 14.9 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:35 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kE835.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 128 52 60 468 25 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 25 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 50 64 36 90 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 50 64 36 90 36 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)12 60 36 126 130 C (m) (veh/h)1081 1408 212 372 364 v/c 0.01 0.04 0.17 0.34 0.36 95% queue length 0.03 0.13 0.60 1.47 1.58 Control Delay (s/veh)8.4 7.7 25.4 19.6 20.3 LOS A A D C C Approach Delay (s/veh)----20.9 20.3 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:33 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kB422.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)48 380 92 88 256 27 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)48 380 92 88 256 27 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)29 67 28 36 74 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)29 67 28 36 74 72 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)48 88 36 146 124 C (m) (veh/h)1291 1100 142 319 207 v/c 0.04 0.08 0.25 0.46 0.60 95% queue length 0.12 0.26 0.95 2.29 3.38 Control Delay (s/veh)7.9 8.6 38.8 25.5 45.4 LOS A A E D E Approach Delay (s/veh)----28.1 45.4 Approach LOS ----D E Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:34 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k1344.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period AM Peak Hour PHF 1.00 Intersection Cottonwood & Huffine AM Analysis Year With Dev.Analysis Period 1> 7:00 File Name CottonwoodAM.xus Project Description Spring Creek Lot 4 - With Dev, Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 116 939 72 39 496 56 36 165 44 56 140 76 Signal Information Green Yellow Red 11.6 35.0 13.4 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 15.6 41.0 15.6 41.0 17.4 17.4 17.4 17.4 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 3.8 2.6 12.5 12.5 13.2 13.2 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.3 0.3 0.3 0.3 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 1.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 116 512 499 39 280 272 36 0 209 56 0 216 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1852 1882 1900 1832 1184 0 1831 1191 0 1787 Queue Service time (gs ), s 1.8 14.4 14.4 0.6 6.7 6.8 2.2 0.0 7.8 3.4 0.0 8.3 Cycle Queue Clearance Time (gc), s 1.8 14.4 14.4 0.6 6.7 6.8 10.5 0.0 7.8 11.2 0.0 8.3 Capacity (c), veh/h 736 899 876 555 899 867 179 332 188 325 Volume-to-Capacity Ratio (X)0.158 0.569 0.569 0.070 0.312 0.314 0.201 0.000 0.629 0.298 0.000 0.666 Available Capacity (ca), veh/h 736 899 876 555 899 867 204 371 213 362 Back of Queue (Q), veh/ln 0.6 6.2 6.1 0.2 2.8 2.8 0.6 3.5 1.0 3.7 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 5.8 14.1 14.1 6.7 12.0 12.1 33.1 28.0 33.1 28.2 Incremental Delay (d2), s/veh 0.0 2.6 2.7 0.0 0.9 0.9 0.2 0.0 1.8 0.3 0.0 2.8 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.8 16.7 16.7 6.7 12.9 13.0 33.3 29.8 33.5 31.0 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 15.6 B 12.6 B 30.3 C 31.5 C Intersection Delay s/veh / LOS 18.3 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A 0.9 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:26:39 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PM Peak PHF 1.00 Intersection Cottonwood & Huffine Analysis Year With Dev.Analysis Period 1> 7:00 File Name CottonwoodPM.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 204 842 36 88 826 92 100 111 28 120 108 84 Signal Information Green Yellow Red 14.4 30.0 15.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 18.4 36.0 18.4 36.0 19.6 19.6 19.6 19.6 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 5.6 3.5 15.0 15.0 13.3 13.3 Green Extension Time (ge),s 0.2 0.0 0.1 0.0 0.6 0.6 0.7 0.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.36 0.36 0.14 0.14 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate (v), veh/h 204 442 436 88 467 451 100 0 139 120 0 192 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1872 1882 1900 1833 1210 0 1834 1270 0 1761 Queue Service time (gs ), s 3.6 13.3 13.3 1.5 14.3 14.3 5.9 0.0 4.8 6.6 0.0 7.1 Cycle Queue Clearance Time (gc), s 3.6 13.3 13.3 1.5 14.3 14.3 13.0 0.0 4.8 11.3 0.0 7.1 Capacity (c), veh/h 598 772 761 612 772 745 236 387 284 372 Volume-to-Capacity Ratio (X)0.341 0.573 0.573 0.144 0.605 0.605 0.423 0.000 0.359 0.423 0.000 0.517 Available Capacity (ca), veh/h 599 772 761 613 772 745 308 496 359 476 Back of Queue (Q), veh/ln 1.2 6.0 6.0 0.5 6.5 6.3 1.7 2.0 2.2 2.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 8.7 17.0 17.0 7.6 17.3 17.3 31.6 24.9 29.7 25.9 Incremental Delay (d2), s/veh 0.1 3.1 3.1 0.0 3.5 3.6 0.4 0.0 0.2 0.4 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 8.8 20.1 20.1 7.6 20.8 20.9 32.0 25.1 30.1 26.3 Level of Service (LOS)A C C A C C C C C C Approach Delay, s/veh / LOS 18.0 B 19.7 B 28.0 C 27.8 C Intersection Delay s/veh / LOS 20.7 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.3 A 0.9 A 1.0 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:27:23 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)40 141 36 43 276 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)40 141 36 43 276 36 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 0 4 24 8 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 0 4 24 8 24 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh/h)40 43 56 12 C (m) (veh/h)1260 1411 504 447 v/c 0.03 0.03 0.11 0.03 95% queue length 0.10 0.09 0.37 0.08 Control Delay (s/veh)8.0 7.6 13.0 13.3 LOS A A B B Approach Delay (s/veh)----13.0 13.3 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:32 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k88F5.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)32 222 32 61 180 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)32 222 32 61 180 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 4 24 84 16 63 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 4 24 84 16 63 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh/h)32 61 163 36 C (m) (veh/h)1398 1323 468 576 v/c 0.02 0.05 0.35 0.06 95% queue length 0.07 0.14 1.54 0.20 Control Delay (s/veh)7.6 7.9 16.7 11.7 LOS A A C B Approach Delay (s/veh)----16.7 11.7 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:33 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k36C5.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)24 196 16 16 367 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 196 16 16 367 24 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 1 1 56 8 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 1 1 56 8 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v (veh/h)24 16 56 9 1 2 C (m) (veh/h)1179 1370 476 395 334 514 v/c 0.02 0.01 0.12 0.02 0.00 0.00 95% queue length 0.06 0.04 0.40 0.07 0.01 0.01 Control Delay (s/veh)8.1 7.7 13.6 14.3 15.8 12.0 LOS A A B B C B Approach Delay (s/veh)----13.7 13.3 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:31 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kB0AA.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Garden Grove East/West Street: Babcock North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)8 291 60 12 249 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 291 60 12 249 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 28 28 1 52 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 28 28 1 52 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v (veh/h)8 12 28 53 4 32 C (m) (veh/h)1324 1219 468 742 335 792 v/c 0.01 0.01 0.06 0.07 0.01 0.04 95% queue length 0.02 0.03 0.19 0.23 0.04 0.13 Control Delay (s/veh)7.7 8.0 13.2 10.2 15.9 9.7 LOS A A B B C A Approach Delay (s/veh)----11.2 10.4 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:32 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k1F76.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period AM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year With Development Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)53 968 576 63 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)53 968 0 0 576 63 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)21 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 21 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)53 21 C (m) (veh/h)955 725 v/c 0.06 0.03 95% queue length 0.18 0.09 Control Delay (s/veh)9.0 10.1 LOS A B Approach Delay (s/veh)----10.1 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:35 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k5D29.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period PM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year With Development Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)124 892 1081 124 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)124 892 0 0 1081 124 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)125 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 125 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)124 125 C (m) (veh/h)586 503 v/c 0.21 0.25 95% queue length 0.79 0.97 Control Delay (s/veh)12.8 14.5 LOS B B Approach Delay (s/veh)----14.5 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:36 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kAE48.tmp APPENDIX D Turn-Lane Warrants