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Home My WebLink AboutBOARDWALK CROSSING @ MASON STREET - PDP/FDP - FDP130003 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYBicycle LOS Worksheet Level of Service — Connect vity Minimum Actual Proposed Base Connectivity. C A A Specific connections to priority sites: Description of Applicable Destination Area Within 1320' Destination Area classification 1 Mason Street Trail Recreational g A A 2 3 4 29 SCALE: 1"=1000' BICYCLE INFLUENCE AREA _-f/LDELICH 4 [---ASSOCIATES 28 Pedestrian LOS Worksheet Project Location Classification: Commercial Cooridor Description of Destination Level of Service (minimum based on project location classification) Applicable Destination Area street visual Area Within 1320' Classification Directness continuity Crossings Interest & Security AmenitiesMinimum 1 Commercial to the north Commercial B B C B B Actual A B B B B Proposed A 8 B B B 2 Commercial to the east Commercial Minimum B B C I B B Actual A B C B B Proposed A B C B B 3 south Commercial to the s Commercial Minimum B B C B B Actual A 8 B 8 B Proposed A B B B B 4 Minimum Actual Proposed 5 Minimum Actual Proposee.4 6 Minimum Actual Proposed 7 Minimum Actual Proposed 8 Minimum Actual Proposed 9 Minimum Actual Proposed 10 Minimum Actual Proposed 27 SCALE: 1"=1000' PEDESTRIAN INFLUENCE AREA m�/L-DELICH t=ASSOCIATES 26 APPENDIX F 25 HCM 2010 TWSC 8: Access Driveway & Boardwalk Short Total PM Intersection Intersection Delay; s/veh Movement 3.8- EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 1 118 21 71 115 24 20 2 69 13 1 1 Conflicting Peds,lNhr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None None None None None None None None None Storage Length 150 0 150 0 150 0 150 0 Median Width 12 12 12 12 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 139 25 84 135 28 24 2 81 15 1 1 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 164 0 0 164 0 0 472 485 151 511 482 149 Stage 1 - - - - - - 154 154 - 316 316 - Stage 2 - - - - - - 318 331 - 195 166 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1414 - - 1414 - - 502 482 895 473 484 898 Stage 1 - - - - - - 848 770 - 695 655 - Stage 2 - - - - - - 693 645 - 807 761 - Time blocked -Platoon, % 0 - - 0 - - 0 0 0 0 0 0 Mov Capacity-1 Maneuver 1414 - - 1414 - - 477 453 895 409 455 898 Mov Capacity-2 Maneuver - - - - - - 477 453 - 409 455 - Stage 1 - - 847 769 - 695 616 Stage 2 - - 650 607 - 731 760 Approach EB WB NB SB HCM Control Delay, s 0.1 2.6 10.4 13.6 HCM LOS - - B B Minor Lane / Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Cap,veh/h 477 813 1414 - - 1414 - - 409 455 HCM Control Delay, s 12.8 10 7.548 - - 7.706 - - 14 13 HCM Lane V/C Ratio 0.03 0.11 0.00 - - 0.06 - - 0.03 0.02 HCM Lane LOS 8 B A - - A - - B B HCM 95th-tile Q, veh 0.1 0.4 0.0 - - 0.2 - - 0.1 0.1 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 24 HCM 2010 TWSC 4: Mason & Access Short Total PM Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 7 2 11 21 0 62 3 319 26 35 323 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None None None None None None None None None None None Storage Length 0 0 0 0 0 0 0 0 Median Width 0 0 0 0 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 2 13 25 0 73 4 375 31 41 380 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Major/Minor Minor 2 Minor 1 Major 1 Major 2 Conflicting Flow All 899 878 383 871 866 391 386 0 0 406 0 0 Stage 1 465 465 - 398 398 - - - - - - - Stage 2 434 413 - 473 468 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 260 287 664 271 291 658 1172 - - 1153 - - Stage 1 578 563 - 628 603 - - - - - - - Stage 2 600 594 - 572 561 - - - - - - - Time blocked -Platoon, % 0 0 0 0 0 0 0 - - 0 - - Mov Capacity-1 Maneuver 223 273 664 254 277 658 1172 - - 1153 - - Mov Capacity-2 Maneuver 223 273 - 254 277 - - - - - - - Stage 1 576 538 - 625 601 Stage 2 531 592 - 533 536 Approach EB WB NB SB HCM Control Delay, s 15.6 14.7 0.1 0.8 HCM LOS C B - - Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Cap, veh/h 1172 - - 362 469 1153 - HCM Control Delay, s 8.081 0 - 15.6 14.7 8.238 0 HCM Lane WC Ratio 0.00 - - 0.07 0.21 0.04 - HCM Lane LOS A A - C B A A HCM 95th-tile Q, veh 0.0 - 0.2 0.8 0.1 Notes — : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 23 HCM 2010 TWSC 3: Mason & Boardwalk Short Total PM Intersection Intersection Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 35 103 362 26 106 328 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 150 0 0 150 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 121 426 31 125 386 Number of Lanes 1 1 1 0 1 1 Major/Minor Major 1 Major 2 Conflicting Flow All 1076 441 0 0 456 0 Stage 1 441 - - - - - Stage 2 635 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 243 616 - - 1105 - Stage 1 648 - - - - - Stage 2 528 - - - - - Time blocked -Platoon, % 0 0 - - 0 - Mov Capacity-1 Maneuver 216 616 - - 1105 - Mov Capacity-2 Maneuver 216 - - Stage 1 648 Stage 2 468 Approach WB NB SB HCM Control Delay, s 15.7 0 2.1 HCM LOS C - - Minor Lane / Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Cap,veh/h - - 216 616 1105 - HCM Control Delay, s - - 25.6 12.3 8.672 - HCM Lane V/C Ratio - - 0.19 0.20 0.11 - HCM Lane LOS - - D B A - HCM 95th-tile Q, veh - - 0.7 0.7 0.4 - Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 22 APPENDIX E Ml HCM 2010 TWSC 8: Access Driveway & Boardwalk Short Background PM Intersection Intersection Delay, slveh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 1 114 12 57 110 24 12 2 53 13 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None None None None None None None None None Storage Length 150 0 150 0 150 0 150 0 Median Width 12 12 12 12 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 134 14 67 129 28 14 2 62 15 1 1 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 158 0 0 148 0 0 423 436 141 454 429 144 Stage 1 - - - - - - 144 144 - 278 278 - Stage 2 - - - - - - 279 292 - 176 151 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1422 - - 1434 - - 541 514 907 516 518 903 Stage 1 - - - - - - 859 778 - 728 680 - Stage 2 - - - - - - 728 671 - 826 772 - Time blocked -Platoon, % 0 - - 0 - - 0 0 0 0 0 0 Mov Capacity-1 Maneuver 1422 - - 1434 - - 520 490 907 461 493 903 Mov Capacity-2 Maneuver - - - - - - 520 490 - 461 493 - Stage 1 - - 858 777 - 727 648 Stage 2 - - 692 640 - 766 771 Approach EB WB NB SB HCM Control Delay, s 0.1 2.3 10 12.7 HCM LOS - - B B Minor Lane / Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Cap,veh/h 520 840 1422 - - 1434 - - 461 505 HCM Control Delay, s 12.1 9.7 7.534 - - 7.634 - - 13 12.2 HCM Lane V/C Ratio 0.02 0.08 0.00 - - 0.05 - - 0.02 0.01 HCM Lane LOS B A A - - A - - B B HCM 95th-tile Q, veh 0.1 0.3 0.0 - - 0.1 - - 0.1 0.0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 20 HCM 2010 TWSC 4: Mason & Access Short Background PM Intersection Intersection Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 7 2 11 10 0 41 3 319 19 15 323 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None None None None None None None None None None None Storage Length 0 0 0 0 0 0 0 0 Median Width 0 0 0 0 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 2 13 12 0 48 4 375 22 18 380 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Major/Minor Minor 2 Minor 1 Major 1 Major 2 Conflicting Flow All 836 823 383 820 815 386 386 0 0 398 0 0 Stage 1 418 418 - 394 394 - - - - - - - Stage 2 418 405 - 426 421 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 287 309 664 294 312 662 1172 - - 1161 - - Stage 1 612 591 - 631 605 - - - - - - - Stage 2 612 598 - 606 589 - - - - - - - Time blocked -Platoon, % 0 0 0 0 0 0 0 - - 0 - - Mov Capacity-1 Maneuver 261 302 664 281 305 662 1172 - - 1161 - - Mov Capacity-2 Maneuver 261 302 - 281 305 - - - - - - - Stage 1 610 579 - 628 603 Stage 2 565 596 - 580 577 Approach EB WB NB SB HCM Control Delay, s 14.6 12.8 0.1 0.4 HCM LOS B B - - Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Cap,veh/h 1172 - - 400 523 1161 - HCM Control Delay, s 8.081 0 - 14.6 12.8 8.149 0 HCM Lane V/C Ratio 0.00 - - 0.06 0.12 0.01 - HCM Lane LOS A A - B B A A HCM 95th-tile Q, veh 0.0 - 0.2 0.4 0.0 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 19 HCM 2010 TWSC 3: Mason & Boardwalk Short Background PM Intersection Intersection Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 30 95 345 22 100 313 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 150 0 0 150 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 112 406 26 118 368 Number of Lanes 1 1 1 0 1 1 Major/Minor Major 1 Major 2 Conflicting Flow All 1023 419 0 0 432 0 Stage 1 419 - - - - - Stage 2 604 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 261 634 - - 1128 - Stage 1 664 - - - - - Stage 2 546 - - - - - Time blocked -Platoon, % 0 0 - - 0 - Mov Capacity-1 Maneuver 234 634 - - 1128 - Mov Capacity-2 Maneuver 234 - - - - - Stage 1 664 Stage 2 489 Approach WB NS SB HCM Control Delay, s 14.6 0 2.1 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Cap, veh/h - - 234 634 1128 - HCM Control Delay, s - - 23.1 11.9 8.563 - HCM Lane V/C Ratio - - 0.15 0.18 0.10 - HCM Lane LOS - - C B A - HCM 95th-tile C, veh - - 0.5 0.6 0.3 - Notes — : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 18 APPENDIX D 17 Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Low density Intersection type Commercial Mixed use mixed use All other corridors districts residential areas Signalized intersections D E* D D (overall) Any Leg E E D E Any Movement E E D E Stop sign control N/A F** F** E (arterial/collector or local — any approach leg) Stop sign control N/A C C C (collector/local—any approach leg) mitigating measures required considered normal in an urban environment In UNSIGNALIZED INTERSECTIONS Level -of -Service Average Total Delay sec/veh A <10 B >10and <15 c > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 15 HCM 2010 TWSC 8: Access Driveway & Boardwalk Recent PM Intersection Intersection Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, vehm 1 106 12 57 102 24 12 2 53 13 1 1 Conflicting Peds, Whr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None None None None None None None None None Storage Length 150 0 150 0 150 0 150 0 Median Width 12 12 12 12 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 125 14 67 120 28 14 2 62 15 1 1 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Major 1 Major 2 Minor 1 Minor 2 Conflicting Flow All 148 0 0 139 0 0 403 416 132 434 409 134 Stage 1 - - - - - - 134 134 - 268 268 - Stage 2 - - - - - - 269 282 - 166 141 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1434 - - 1445 - - 558 527 917 532 532 915 Stage 1 - - - - - - 869 785 - 738 687 - Stage 2 - - - - - - 737 678 - 836 780 - Time blocked -Platoon, % 0 - - 0 - - 0 0 0 0 0 0 Mov Capacity-1 Maneuver 1434 - - 1445 - - 536 502 917 476 507 915 Mov Capacity-2 Maneuver - - - - - - 536 502 - 476 507 - Stage 1 - - 868 784 - 737 655 Stage 2 - - 701 647 - 776 779 Approach EB WB NB SB HCM Control Delay, s 0.1 2.4 9.9 12.4 HCM LOS - - A B Minor Lane / Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Cap,veh/h 536 852 1434 - - 1445 - - 476 520 HCM Control Delay, s 11.8 9.6 7.513 - - 7.613 - - 12.7 12 HCM Lane V/C Ratio 0.02 0.08 0.00 - - 0.05 - - 0.02 0.01 HCM Lane LOS B A A - - A - - B B HCM 95th-file Q, veh 0.1 0.3 0.0 - - 0.1 - - 0.1 0.0 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 14 HCM 2010 TWSC 4: Mason & Access Recent PM Intersection Intersection Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 7 2 11 10 0 41 3 293 19 15 289 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None None None None None None None None None None None Storage Length 0 0 0 0 0 0 0 0 Median Width 0 0 0 0 Grade, % 0% 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 2 13 12 0 48 4 345 22 18 340 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Major/Minor Minor 2 Minor 1 Major 1 Major 2 Conflicting Flow All 765 752 343 749 744 356 346 0 0 367 0 0 Stage 1 378 378 - 363 363 - - - - - - - Stage 2 387 374 - 386 381 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 320 339 700 328 343 688 1213 - - 1192 - - Stage 1 644 615 - 656 625 - - - - - - - Stage 2 637 618 - 637 613 - - - - - - - Time blocked -Platoon, % 0 0 0 0 0 0 0 - - 0 - - Mov Capacity-1 Maneuver 292 331 700 315 335 688 1213 - - 1192 - - Mov Capacity-2 Maneuver 292 331 - 315 335 - - - - - - - Stage 1 641 603 - 653 623 Stage 2 590 616 - 611 601 Approach EB WB NB SB HCM Control Delay, s 13.7 12.2 0.1 0.4 HCM LOS B B - - Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLnl SBL SBT SBR Cap, veh/h 1213 - - 437 558 1192 - HCM Control Delay, s 7.977 0 - 13.7 12.2 8.066 0 HCM Lane V/C Ratio 0.00 - - 0.05 0.11 0.01 - HCM Lane LOS A A - B B A A HCM 95th-tile Q, veh 0.0 - 0.2 0.4 0.0 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 13 HCM 2010 TWSC 3: Mason & Boardwalk Recent PM Intersection Intersection Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 28 89 321 21 93 291 Conflicting Peds, ff/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None None None None Storage Length 150 0 0 150 Median Width 12 12 12 Grade, % 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 105 378 25 109 342 Number of Lanes 1 1 1 0 1 1 Major/Minor Major 1 Major 2 Conflicting Flow All 951 390 0 0 402 0 Stage 1 390 - - - - - Stage 2 561 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 288 658 - - 1157 - Stage 1 684 - - - - - Stage 2 571 - - - - - Time blocked -Platoon, % 0 0 - - 0 - Mov Capacity-1 Maneuver 261 658 - - 1157 - Mov Capacity-2 Maneuver 261 - - - - - Stage 1 684 Stage 2 517 Approach WB NB SB HCM Control Delay, s 13.7 0 2 HCM LOS B - - Minor Lane / Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Cap, veh/h - - 261 658 1157 - HCM Control Delay, s - - 20.8 11.5 8.436 - HCM Lane V/C Ratio - - 0.13 0.16 0.10 - HCM Lane LOS - - C B A - HCM 95th-tile Q, veh - - 0.4 0.6 0.3 - Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Synchro 8 Light Report 12 APPENDIX C 11 0 R = right turn S = straight L = left turn MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3/5/2013 Observer: Sue Day: Tuesday Jurisdiction: Fort Collins Intersection: Boardwalk/Access Driveway Time Begins Northbound: Access Southbound: Access Total north/south Eastbound: Boardwalk Westbound: Boardwalk Total east/west Total All L S R Total L S R Total L S R Total L S R Total 7:30 0 0 0 0 0 0 0 7:45 0 I 0 0 0 0 0 0 8:00 0 j 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 7:30.8:30 0 1 0 1 0 0 0 1 0 1 0 0 0 0 1 0 1 0 0 0 1 0 1 0 0 0 [77707 PHF n/a n/a nla n/a 4:30 3 0 12 15 2 0 0 2 17 0 28 5 33 10 14 4 28 61 78 4:45 2 0 12 14 2 0 0 2 16 0 24 1 25 14 32 6 52 77 93 5:00 2 1 14 17 3 1 0 4 21 0 23 3 26 15 23 5 43 69 90 5:15 4 1 11 16 5 0 0 5 21 0 23 2 25 14 26 7 47 72 93 4:30.5:30 11 1 2 1 49 62 12 1 1 1 0 13 75 0 1 98 1 11 109 53 1 95 1 22 170 279 354 PHF 0.91 0.65 0.83 0.82 0 R = right turn S = straight L = left turn MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3/612013 Observer: Sue Day: Wednesday Jurisdiction: Fort Collins Intersection: Mason/Access Driveway Time Begins Northbound: Mason Southbound: Mason Total northisouth Eastbound: Access Westbound: Access Total eastlwest Total All L S R Total L S R Total L S R Total L S R Total 7:30 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 8:15 0 0 1 0 0 0 0 O 7:30.8:30 0 1 0 1 0 0 0 1 0 1 0 0 0 0 1 0 1 0 0 0 1 0 1 0 0 0 0 PHF nla nla nla nla 4:30 2 84 5 91 5 80 0 85 176 3 0 3 6 1 0 11 12 18 194 4:45 1 69 8 78 1 98 1 100 178 0 2 2 4 5 0 8 13 17 195 5:00 0 85 5 90 5 79 3 87 177 3 0 4 7 3 0 9 12 19 196 5:15 0 73 2 75 5 72 1 78 153 1 0 3 4 2 0 15 17 21 174 4:30.5:30 1 3 1 311 1 20 334 16 329 1 5 1 350 1 684 1 7 1 2 1 12 1 21 1 11 1 0 1 43 1 54 75 759 PHF 0.92 0.88 0.75 0.79 u R = right turn S = straight L = left turn MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3/512013 Observer: Sue Day: Tuesday Jurisdiction: Fort Collins Intersection: Boardwalk/Mason Time Begins Northbound: Mason Southbound: Mason Total north/south Eastbound: Westbound: Boardwalk Total east/west Total All L S R Total L S I R Total L S R Total L S R Total 7:30 0 0 0 0 0 0 0 7:45 0 I 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 7:30.8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF nla nla nla nla 4:30 69 8 77 22 60 82 159 0 7 11 18 18 177 4:45 69 2 71 23 62 85 156 0 6 29 35 35 191 5:00 84 5 89 20 71 91 180 0 8 17 25 25 205 5:15 79 5 84 19 69 88 172 0 4 26 30 30 202 4:30.5:30 1 0 1 301 1 20 1 321 1 84 262 1 0 1 346 1 667 1 0 1 0 1 0 1 0 1 25 1 0 1 83 1 108 1 108 775 PHF 0.9 0.95 nla 0.77 APPENDIX B bf'�;.TiCIBUTID.ti >uALk-' i. �07 A Ees-Wr440 17. AU 6.6) Ks fA) our- 63�po 6.0 (CobL l %z7. z L. 0 7- 2 =T4iL -DA��`' `rP M s. �7 <Sr (CZ-6 (44.3z) = z44- = z-4x zi.48�� Cater ?/Ll o q io7z f Al — S OUr- S(v 5 PROJECT DEVELOPMENT PLAN )WALK CROSSING AT MASON STREET I I I I x A •.jj s- .IIL-\\..M1 i.� _ _— I�i11nL�ailll �'/ O O1 t a vu� SPACM b0 I . �� I e ...oa w.•.. o„a can I I i si L w9h ucRr T. RASH 1111LO W R RM SATE 1�c A Q ry �' m' K'CElS Rqb SITE PLAN VIN scar r - m-c• wa a E=F� 0 15' 30' 60' No Text Chapter 4 — Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name 12r,{V''� Project Location >>:e, TIS Assumptions r Type of Study Full:>, Interme�#i'ate:lr�f� , Study Area Boundaries North: <i��t fir r< South:rr_az,7'-%kccs West:%i ICJ Study Years Short Range: -7 , c• �I Lon, Range: ,-�� Future Traffic Growth Rate 1 /. S n: i� ° �✓J tx ' %l =t� L,A; � Study Intersections I 1. All access drives 5. LKMIA 3. 7. 1 ! 4. [Ti Period for Studv 4:00-6:00 Sat Noon: ti! Trip Generation Rates Trip Adjustment Factors I Passby: / Captive /V A Market: tit Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Committed Roadway Improvements Other Traffic Studies 1 ! t ,, WL C i=LI ! % Areas Requiring Special Study y r .i-Il l• IG �t a /•f' �! r" tr1 f,'<<i:l 144 GT�:s ftst-9 Date: __' Traffic Engineer Local Entity Engineer: % f-� f'7'Tf 'l L�Sr.s Y {7 { Page 4-34 Larimer County Urban Area Street Standards — Repealed and Reenacted April 1, 2po7 Adnpled by Latimer County, City of Loveland, City of Fort Collins 2 APPENDIX A c 0 U m 2 Boardwalk Drive -IY Access Driveway SHORT RANGE (2018) GEOMETRY —�14—DELICH ASSOCIATES A& N f— - Denotes Lane 0 Figure.9 Boardwalk Crossing TIS, March 2013 TABLE 4 Short Range (2018) Total Peak Hour Operation Intersection Movement Level of Service PM Mason/Boardwalk (stop sign) WB LT D WB RT B WB APPROACH C SB LT A Mason/Access Driveway (stop sign) NB LT/T/RT A EB LT/T/RT C WB LT/T/RT B SB LT/T/RT A Boardwalk/Access Driveway (stop sign) NB LT B NB T/RT B NB APPROACH B EB LT A WB LT A SB LT B SB T/RT B SB APPROACH B /I LDELICH Boardwalk Crossing TIS, March 2013 -71 r=ASSOCIATES C1400 o 103 1 � � 35 N N w C O (n m ►EI co �n co co62 21 2�� 11 M rn rn N M Boardwalk Drive 135 —� Access Driveway N PM Cl) 24 115 136 + 71 1� O 118— 21 --"k N co >. f0 X W �[ O C f0 N N m U U SHORT RANGE (2018) TOTAL AFTERNOON PEAK HOUR TRAFFIC Figure 8 —f/LDELICH Boardwalk Crossing TIS, March 2013 1 f=ASSOCIATES TABLE 3 Short Range (2018) Background Peak Hour Operation Intersection Movement Level of Service PM Mason/Boardwalk (stop sign) WB LT C WB RT B WB APPROACH B A SB LT Mason/Access Driveway (stop sign) NB LT/T/RT A EB LTfr/RT B WB LTfr/RT B SB LTfr/RT A Boardwalk/Access Driveway (stop sign) NB LT B NB T/RT A NB APPROACH B EB LT A WB LT A SB LT B SB T/RT B SB APPROACH B // L—DELICH Boardwalk Crossing TIS, March 2013 -7,1 rASSOCIATES 0 95 30 V N M w N N L W c 0 N m L ce) Ln Ce) 41 10 2��' 11 � r' 1 rn cM f 123 Boardwalk Drive 122 — I ) cli Lr) Access Driveway .. X W Y C m m SHORT RANGE (2018) BACKGROUND AFTERNOON PEAK HOUR TRAFFIC N --ow— PM M 24 -t-110 r �57 57 114 i N N m "' Figure 7 —�1 1—DELICH Boardwalk Crossing TIS, March 2013 j r`ASSOCIATES LO rn �$ �5 f r ^Y` ^W, W L Y U) C O N m 2 O : N 21 1 \ �11 Boardwalk Drive 13 —► Access Driveway f 13 SITE GENERATED AFTERNOON PEAK HOUR TRAFFIC —�14—DELICH 'VI ASSOCIATES f PM —4— 5 /-14 4 9 ao co T 2 Figure 6 Boardwalk Crossing TIS, March 2013 45% N N C O N m 2 20% Boardwalk Drive SITE Access Driveway TRIP DISTRIBUTION -- J —DELICH ,/ rASSOCIATES 4 N 35% H 91 m X j W Y C m N m � U U 2 go Figure 5 Boardwalk Crossing TIS, March 2013 PROJECT DEVELOPMENT PLAN )WALK CROSSING AT MASON STREET DRIVE ifA—= �f.f M'r1 — E ��N! fc Y � o �Y• rPM1i�Y� fora AMM SITE PLAN SITE PLAN M Figure 4 -// L-DELICH Boardwalk Crossing TIS, March 2013 -7,1 [-ASSOCIATES TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service PM Mason/Boardwalk (stop sign) WB LT C WB RT B WB APPROACH B SB LT A Mason/Access Driveway (stop sign) NB LT/T/RT A EB LT/T/RT B WB LT/T/RT B SB LTlf/RT A Boardwalk/Access Driveway (stop sign) NB LT B NB T/RT _ A NB APPROACH A EB LT A WB LT A SB LT B SB T/RT B SB APPROACH B TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate I In Rate Out Rate I In Rate Out 710 General Office 6.0 KSF 11.03 66 0.25 2 1.24 7 932 Sit -Down Restaurant 6.0 KSF 127.15 762 5.95 36 4.86 29 PL Retail 5.5 KSF 44.32 244 Eq. 15 Eq. 20 Total 1072 53 56 --// LDELICH Boardwalk Crossing TIS, March 2013 -7,1 rASSOCIATES 0) M 14 rn 89 28 N N L c 0 N m C Ln N � 1 IC%1 r Ce) 41 0 �10 t r M cM W N f- 115 Boardwalk Drive 114 — I N � r L(� Access Driveway w X W Y C m in BALANCED RECENT AFTERNOON PEAK HOUR TRAFFIC -/JL-DELICH rASSOCIATES N f PM co Eq Figure 3 Boardwalk Crossing TIS, March 2013 24 102 57 LO N � 83 1 i 25 Y W L V C O N m t 7 2 — 12 f� M N 43 � 0 11 CO � o � N M f 106 Boardwalk Drive 104 —a— I � r N LO Access Driveway A& N f PM N 22 �— 53 53 8 9�� 11 Lo RECENT AFTERNOON PEAK HOUR TRAFFIC Figure 2 --/1 4--DELICH Boardwalk Crossing TIS, March 2013 (-ASSOCIATES SCALE: 1"=1000' SITE LOCATION t-�/L-DELICH -71 rASSOCIATES Figure 1 Boardwalk Crossing TIS, March 2013 Figure 9 shows the short range (2018) geometry at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. Since Mason Street is an arterial street, according to the "Larimer County Urban Area Street Standards" (LCUASS), left -turn lanes are required on all arterial streets. Mason Street was completed prior to adoption of LCUASS. There are left -turn lanes provided at three locations: 1) Northbound approaching Horsetooth Road; 2) Southbound approaching Harmony Road; and 3) Southbound approaching Boardwalk Drive. Mason Street is approximately 40 feet wide, curb -to -curb. If a left -turn lane were striped for its entire length, the bike lanes would be eliminated. It is suggested that the existing geometry remain. The Boardwalk Crossing site is in an area within which the City requires pedestrian and bicycle level of service evaluations. Appendix F shows a map of the area that is within 1320 feet of Boardwalk Crossing. The Boardwalk Crossing site is located within an area termed as "commercial corridor," which sets the level of service threshold at LOS B for all measured categories except street crossing, which is C. There are three destination areas within 1320 feet of the proposed Boardwalk Crossing: 1) the commercial area to the north of the site, 2) the commercial area to the east of the site, and 3) the commercial area to the south of the site. Boardwalk Crossing will add sidewalk adjacent to their property. Appendix F contains a Pedestrian LOS Worksheet. Acceptable pedestrian level of service will be achieved for all pedestrian destinations. Appendix F shows a map of the area that is within 1320 feet of Boardwalk Crossing. Based upon Fort Collins bicycle LOS criteria, there is one bicycle destinations: Mason Street Trail to the west. The Bicycle LOS Worksheet is provided in Appendix F. This site connects directly to bike lanes on Mason Street and Boardwalk, which achieves level of service B, as shown in Appendix F. Currently, this area is served by Transfort Route 1 and Flex. It is expected that transit level of service will be acceptable. This site is 300-400 feet from the Mason Street BRT corridor. The nearest station will be to the south at Troutman Parkway, approximately 0.25 miles away. There will also be a station at Horsetooth Road to the north. It is concluded that, with development of Boardwalk Crossing, the future level of service at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections will be acceptable. No new auxiliary lanes are required at the key intersections. The level of service for pedestrian, bicycle, and transit modes will be acceptable. ---�/, L—DELICH Boardwalk Crossing TIS, March 2013 rASSOCIATES westbound left -turn lane and a through/right-turn lane in each direction. There is stop sign control at the Boardwalk/Access Driveway intersection on the Access Driveway. Boardwalk Drive has a posted speed of 30 mph. Figure 2 shows recent afternoon peak hour counts at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. The count data was obtained in March 2013. Raw traffic data is provided in Appendix B. Since the traffic counts were obtained on different days, they were balanced between intersections and are shown in Figure 3. Table 1 shows the current afternoon peak hour operation of the Mason/Boardwalk, Mason/ Access Driveway, and Boardwalk/Access Driveway intersections. Calculation forms are provided in Appendix C. A description of level of service for unsignalized intersections from the 2010 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. The Boardwalk Crossing site is in an area termed "Commercial Corridor" on the Fort Collins Structure Plan. In areas termed "Commercial Corridor," there is no minimum level service criteria at unsignalized intersections along arterial streets during the peak hours. The key intersections operate acceptably during the afternoon peak hour. Figure 4 shows the site plan for Boardwalk Crossing. Trip Generation, 9th Edition, ITE was used as the reference document in calculating the trip generation. Table 2 shows the trip generation for Boardwalk Crossing. This trip generation was discussed and agreed to in the scoping meeting. The trip generation for Boardwalk Crossing is calculated at: 1072 daily trip ends and 109 afternoon peak hour trip ends. The trip distribution for this site is shown in Figure 5. The trip distribution was determined using the existing traffic counts, knowledge of the existing and planned street system, development trends, and engineering judgment. Figure 6 shows the site generated traffic assignment of Boardwalk Crossing. Figure 7 shows the short range (2018) background afternoon peak hour traffic at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. Background traffic volume forecasts for the short range (2018) future were obtained by reviewing traffic studies for other developments in this area and reviewing historic counts in the area. The counted traffic was increased at the rate of 1.5 percent per year. Table 3 shows the short range (2018) background afternoon peak hour operation at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. Calculation forms are provided in Appendix D. The Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections will operate acceptably with the existing control and geometry. Figure 8 shows the short range (2018) total peak hour traffic at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. Table 4 shows the short range (2018) total peak hour operation at the Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections. Calculation forms are provided in Appendix E. The Mason/Boardwalk, Mason/Access Driveway, and Boardwalk/Access Driveway intersections will operate acceptably during the peak hours. --// LDELICH Boardwalk Crossing TIS, March 2013 �� ==ASSOCIATES DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 "71 11 r MEMORANDUM TO: George HolterNandi Deines, Boardwalk Crossing Ltd. Steve Steinbicker, Architecture West Ward Stanford, City of Fort Collins Traffic Engineering FROM: Joe/Matt Delich DATE: March 15, 2013 SUBJECT: Boardwalk Crossing Transportation Impact Study (File: 1318ME01) This memorandum addresses the transportation impacts of the proposed Boardwalk Crossing commercial- development. Boardwalk Crossing is located in the southeast quadrant of the Mason/Boardwalk intersection in Fort Collins. The site location is shown in Figure 1. The site is currently vacant. The site has two existing accesses: one to Boardwalk Drive and one to a 30' private access driveway that connects Mason Street and College Avenue. Boardwalk Crossing will consist of 6,000 square feet of office (Lot 2A), 6,000 square feet of sit-down restaurant (Lot 2A), and 5,500 square feet of retail (Lot 2B). The scope of this study was discussed with the Fort Collins Traffic Operations Engineer. A brief memorandum was requested. Only the afternoon peak hour was requested to be analyzed. The Base Assumptions form is provided in Appendix A. There are sidewalks along Mason Street and Boardwalk Drive, except for along this site. There are bicycle lanes along Mason Street and Boardwalk Drive. Transfort Route 1 and Flex provides two-way service on College Avenue. Mason Street is west of (adjacent to) the proposed Boardwalk Crossing site. It is a north -south street classified as a two-lane arterial street according to the Fort Collins Master Street Plan. Currently, Mason Street. has a two-lane cross section. At the Mason/Boardwalk intersection, Mason Street has a southbound left -turn lane and a through lane in each direction. At the Mason/Access Driveway intersection, Mason Street has all movements combined into a single lane. There is stop sign control at the- Mason/Boardwalk and Mason/Access Driveway intersections on Boardwalk and the Access Driveway, respectively. Mason Street has a posted speed of 30 mph. Boardwalk Drive is north of (adjacent to) the proposed Boardwalk Crossing site. It is a east -west street classified as a two-lane collector street, between Mason Street and College Avenue according to the Fort Collins Master Street Plan. Currently, Boardwalk Drive has a two-lane cross section. Boardwalk Drive only has a east leg at the Mason/Boardwalk intersection. At the Mason/Boardwalk intersection, Boardwalk Drive has a westbound left -turn lane and a westbound right -turn lane. At the Boardwalk/Access Driveway intersection, Boardwalk Drive has a eastbound and