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Home My WebLink AboutTHE HUMAN BEAN COFFEE DRIVE THRU - PDP - 28-04A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY0 N d T v V MOMMIMI 1 C i y U � v 0 ti O qc C V v N cu En ■I ti r y n v n 00 p A V N Conifer T Vine SCALE 1'=1000' BICYCLE INFLUENCE AREA I' IU 1J Qj cn *^^i 2J Fri^ V J O C4 .'I4^^1 c^l), ^W W I.J N Conffer T Vine SCALE. 1°=1000' PEDESTRIAN INFLUENCE AREA APPENDIX H P1�9 r' ` 1 1 "�11eI�JNY F r 1 1• � y _w. LL ' 1 1 !:y . 1 R wmo Y u �F C MaAS lop .. •.,�- ' a ti , _ to ' .. y 1 Y G i 1 �" � � ! - • j�fl RSaJwuuw� - r E ,_ _ - - 1 r 5j 066 9 1 J 1 1 4 T NOJ7S I+oll!d IruiL V - in w1A MM -- �.. Jill III 1 - vil. S.r�rt•. j T: � �.� 1 1 - 3�{� _ d .4 yam! :. •. 1!. r. ._ �C 1 1 ,, d-O/M J017i110 1 1 -may J v. ly' '"may :6 .. jiiJlS i01 1 1 - 1100%1'p'NIIWO', 1 � p iTE I 1 q 0 I I b ' I 1 ' s . 1u J ;• � 1 1 � z :> iLLI CL Q $ Q w X s♦ a3 Jw.. 1 1 Q J U Yeti. 1 1 ZOO i APPENDIX G HCS2000: Signalized Intersections Release 4.1e Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10/ 2004 Period: am p Project ID: 0480 E/W St: Hickory Street Inter.: Coll,,a/Hickory Area Type: All other areas Jurisd: Fort Colli Year : recent hort kgr total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound ► Southbound 1 1 L I T R I L T R I L T R ► L T R 1 No. Lanes 1 1 I I i 1 I I ► 0 2 0 I 0 1 1 0 0 0 2 0 LGConfig I L R I I L T ► TR 1 Volume 124, 87 1 184 1102 1 826 30 I Lane Width 112.0 12.0 1 112.0 12.0 1 12.0 1 RTOR Vol 1 0 I I I 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1- 2 3 4 1 5 6 7 8 EB Left A. NB Left P Thru I Thru P Right A I Right Peds X Peds X WB Left I SB Left Thru I Thru P Right I Right P Peds X 1 Peds X NB Right 1 EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound L 531 1770 0.05 0.30 R 457 1583 0.22 0.29 Westbound 22.4 C 24.6 C 24.1 C Northbound L 307 502 0.31 0.61 10.9 B T 2128 3547 0.58 0.60 12.2 B 12.1 B Southbound TR 2117 3528 0.42 0.60 10.2 B 10.2 B Intersection Delay = 12.1 (sec/veh) Intersection LOS = B secs HCS2000: Si-nalized Intersections Releas^ 4.le Analyst: Michael Inter.: College/Hickory Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10.1/2004 Jurisd: Fort Coll' s Period: pm Year recent short bkgr total Project D• 0480 E/W St: Hickory Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY. I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 1 0 1 1 0 0 0 1 1 2 0 1 0 2 0 1 LGConfig I L R I I L T ► TR 1 Volume 127 96 1 160 544 1 899 44 1 Lane Width 112.0 12.0 1 112.0 12.0 1 12.0 1 RTOR Vol I 0 1 1 1 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left P Thru I Thru P Right A I Right Peds X I Peds X WB Left I SB Left Thru I Thru P Right I Right P Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 531 1770 0.06 0.30 22.5 C 24.2 C R 457 1583 0.24 0.29 24.7 C Westbound Northbound L 222 364 0.30 0.61 11.7 B T 2128 3547 0.28 0.60 9.0 A 9.3 A Southbound TR 2113 3522 0.53 0.60 11.5 B 11.5 B Intersection Delay = 11.6 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Colleye/Conifer Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/1J 2004 Jurisd: Fort Coll* Period: a p Year recent hort bkgrd total Project ID: 480 E/W St: Conifer Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound 1 Northbound 1 Southbound I I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 0 1 1 2 0 1 LGConfig I I L R I TR I L T 1 Volume I 1163 81 1 1105 126 136 877 1 Lane Width I 112.0 12.0 1 12.0 112.0 12.0 1 RTOR Vol 1 1 0 1 0 1 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right Right P Peds X 1 Peds X WB Left A 1 SB Left P Thru 1 Thru P Right A 1 Right Peds X 1 Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/C g/C Delay LOS Delay LOS Eastbound Westbound L 1031 3437 0.18 0.30 23.4 C 23.8 C R 457 1583 0.21 0.29 24.4 C Northbound TR 2095 3492 0.68 0.60 14.0 B 14.0 B Southbound L 128 209 0.28 0.61 13.6 B T 2128 3547 0.42 0.60 10.2 B 10.3 B Intersection Delay = 13.8 (sec/veh) Intersection LOS = B T HCS2000: Sim alized Intersections Releaso 4.le Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10/l/2004 Period: a pm Project : 0480 E/W St: Conifer Street Inter.:.College/Conifer Area Type: All other areas Jurisd: Fort Coll -.ins Year : recent Ert> bkgrd total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY_ I Eastbound I Westbound I Northbound I L T R I L T R I L T R No. Lanes I I I 0 0 0 I 2 0 1 I 1 0 2 0 LGConfig I I L R I TR Volume I 1143 45 I 559 100 Lane Width i 112.0 12.0 1 12.0 RTOR Vol 1 1 0 1 0 I Southbound I L T R I ( 1 2 0 I L T 138 957 112.0 12.0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left P Thru I Thru P Right A I Right Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eas Westbound L 1031 R 457 Northbound TR 2080 Southbound L 389 T 2128 Cycle Length: 90.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 3437 0.16 0.30 1583 0.12 0.29 3466 0.34 0.60 636 0.12 0.61 3547 0.53 0.60 23.3 C 23.4 C 23.7 C 9.5 A 9.5 A 7.9 A 11.5 B 11.4 B Intersection Delay = 12.0 (sec/veh) Intersection LOS = B 8 secs 4 HCS2000: V-signalized Intersections Re]-ase 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 10/13/2004 Analysis Time Period: a pm Intersection: Col ege/Site Acces Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: hort total Project ID: 0480 East/West Street: Site Access North/South Street: College Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 5 1319 1090 4 Peak -Hour Factor, PHF 0.88 0.88 0.93 0.93 Hourly Flow Rate, HFR 5 1498 1172 4 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration Approach Movement Lane Config v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS U 5 5 0.85 0.85 5 5 0 0 0 1 1 L R Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 I 7 8 9 I 10 11 12 L I I L R 5 5 5 601 172 457 0.01 0.03 0.01 0.03 0.09 0.03 11.0 26.6 13.0 B D B 19.8 C HCS2000: Uns' realized Intersections Relea, 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 1 13/2004 Analysis Time Period: am m Intersection: ollege/Site Acces Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: short total Project ID: 0480 East/West Street: Site Access North/South Street: College Avenue Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 28 723 1084 33 Peak -Hour Factor, PHF 0.89 0.89 0.85 0.85 Hourly Flow Rate, HFR 31 812 1275 38 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 23 38 Peak Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 27 44 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 1 Configuration L R Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Delay, Queue Length, and Level of Service NB SB Westbound 1 4 1 7 8 9 1 10 L I I L Eastbound 11 12 R 31 27 44 533 173 413 0.06 0.16 0.11 0.18 0.54 0.35 12.2 29.6 14.8 B D B 20.4 C HCS2000: Signalized Intersections Release 4.1e Analyst: Michael Inter.: Colle /Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: Period: 10�2004 a pm Jurisd: Year Fort Col s recent shor bkgr total Project ID: 0480 E/W St: Vine Drive N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound 1 Northbound 1 Southbound 1 1 L T R i L T R 1 L T R i L T R 1 I No. Lanes 1 0 0 0 I 1 1 0 1 I 1 0 2 1 I I 1 1 2 0 1 LGConfig I I L R I T R I L T 1 Volume I 184 187 1 1137 105 1139 956 1 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 1 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right 1 Right P Peds X 1 Peds X WB Left A 1 SB Left P Thru 1 Thru P Right A 1 Right Peds X 1 Peds X NB Right A 1 EB Right SB Right 1 WB Right Green 24.0 56.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eastbound Westbound L 492 R 422 Northbound Cycle Length: _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 1770 0.18 0.28 1583 0.46 0.27 24.9 C 28.3 C 27.3 C 90.0 secs T 2207 3547 0.59 0.62 11.2 B 10.3 B R 1583 1583 0.08 1.00 0.0+ A Southbound L 179 283 0.83 0.63 47.1 D T 2207 3547 0.47 0.62 9.8 A 14.5 B Intersection Delay = 13.7 (sec/veh) Intersection LOS = B HCS2000: Si -alized Intersections Release- 4.le Analyst: Michael Inter.: College/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/l/2004 Jurisd: Fort Col s Period pm Year recent hort bkgrd ota Project 0480 E/W St: Vine Drive N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 0 0 0 1 1 0 1 1 0 2 1 I 1 2 0 LGConfig I I L R I T R I L T I Volume I 199 103 1 648 64 1161 961 1 Lane Width I 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 1 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left P Thru I Thru P Right A I Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eastbound Westbound Cycle Length: _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS L 531 1770 0.20 0.30 23.6 C 24.2 C R 457 1583 0.24 0.29 24.8 C Northbound 90.0 secs T 2128 3547 0.34 0.60 9.5 A 8.6 A R 1583 1583. 0.05 1.00 0.0+ A Southbound L 383 627 0.49 0.61 14.2 B T 2128 3547 0.53 0.60 11.5 B 11.9 B Intersection Delay = 11.9 (sec/veh) Intersection LOS = B APPENDIX F HCS2000: Si alized Intersections Releae 4.le Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10/, L2004 Period: am pm Project ID: 0480 E/W St: Hickory Street I Eastbound I L T R I No. Lanes 1 1 0 1 LGConfig I L Volume 124 87 Lane Width 112.0 12 RTOR Vol 1 0 Inter.: College/Hickory Area Type: All other areas Jurisd: Fort Coll' s Year recent short kgrd total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Westbound I Northbound ( Southbound 1 I L T R I L T R I L T R 1 I I I I 1 0 0 0 I 1 2 0 1 0 2 0 1 I I L T 1 TR 1 I 184 1101 1 825 30 1 0 1 112.0 12.0 1 12.0 1 1 I I 0 I Duration 0.25 Area Type: All other areas Signal Operations_ Phase Combination 1 2 3 4 1 EB Left A I NB Left Thru I Thru Right A I Right Peds X I Peds WB Left I SB Left Thru I Thru Right I Right Peds X 1 Peds NB Right I EB Right SB Right I WB Right 5 6 7 8 P P X P P X Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 531 1770 0.05 0.30 22.4 C 24.1 C R 457 1583 0.22 0.29 24.6 C Westbound Northbound L 307 503 0.31 0.61 10.9 B T 2128 3547 0.58 0.60 12.2 B 12.1 B Southbound TR 2117 3528 0.42 0.60 10.2 B 10.2 B Intersection Delay = 12.1 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Collc_;/Hickory Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/l/2004 Jurisd: Fort Col Period: a pm Year recent shor bkgrd total Project D: 0480 E/W St: Hickory Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I I I No. Lanes I 1 0 1 I 0 0 0 1 1 2 0 I 0 2 0 1 LGConfig I L R I I L T I TR I Volume 127 96 I 160 539 I 894 44 1 Lane Width 112.0 12.0 I 112.0 12.0 1 12.0 1 RTOR Vol 1 0 I 1 I 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left P Thru 1 Thru P Right A I Right Peds X 1 Peds X WB Left I SB Left Thru I Thru P Right I Right P Peds X 1 Peds X NB Right 1 EB Right SB Right ( WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 531 1770 0.06 0.30 22.5 C 24.2 C R 457 1583 0.24 0.29 24.7 C Westbound Northbound L 224 367 0.29 0.61 11.6 B T 2128 3547 0.28 0.60 9.0 A 9.2 A Southbound TR 2113 3522 0.52 0.60 11.4 B 11.4 B Intersection Delay = 11.6 (sec/veh) Intersection LOS = B secs HCS2000: Si -alized Intersections Releap 4.le Analyst: Michael Inter.: College/Conifer Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/004 Jurisd: Fort Col i s Period: am pm Year recen short bkgrd total Project ID• 480 E/W St: Conifer Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 0 1 1 2 0 LGConfig I I L R I TR I L T Volume I 1163 81 1 1104 126 136 876 Lane Width 1 112.0 12.0 1 12.0 112.0 12.0 RTOR Vol I 1 0 I 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right I Right P Peds X 1 Peds X WB Left A 1 SB Left P Thru 1 Thru P Right A 1 Right Peds X 1 Peds X NB Right 1 EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 1031 3437 0.18 0.30 23.4 C 23.8 C R 457 1583 0.21 0.29 24.4 C Northbound TR 2095 3492 0.68 0.60 14.0 B 14.0 B Southbound L 128 210 0.28 0.61 13.6 B T 2128 3547 0.42 0.60 10.2 B 10.3 B Intersection Delay = 13.8 (sec/veh) Intersection LOS = B secs HCS2000: signalized Intersections Rele=se 4.le Analyst: Michael Inter.: College/Conifer Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: I 112004 Jurisd: Fort Coll' s Period: am m Year recent short kgrd otal Project 0480. E/W St: Conifer Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 0 0 0 1 2 0 1 1 0 2 0 1 1 2 0 1 LGConfig I I L R I TR 1 L T 1 Volume I 1143 45 1 554 100 138 952 - 1 Lane Width I 112.0 12.0 I 12.0 112.0 12.0 1 RTOR Vol I 1 0 I 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB , Left Thru I Thru P Right I Right P Peds X 1 Peds X WB Left A I SB Left P Thru 1 Thru P Right A 1 Right Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/C g/C Delay LOS Delay LOS Eastbound Westbound L 1031 3437 0.16 0.30 23.3 C 23.4 C R 457 1583 0.12 0.29 23.7 C Northbound TR 2079 3465 0.34 0.60 9.5 A 9.5 A Southbound L 392 641 0.11 0.61 7.9 A T 2128 3547 0.53 0.60 11.5 B 11.3 B Intersection Delay = 12.0 (sec/veh) Intersection LOS = B '% bc, HCS2000: Si -alized Intersections Releasr 4.le Analyst: Michael Inter.: College/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/1/2004 Jurisd: Fort Coll' Period: a pm Year recent short kgrd total Project ID 480 E/W St: Vine Drive N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound 1 Southbound I 1 L T R I L T R I L T R 1 L T R 1 I I I I I No. Lanes 1 0 0 0 1 1 0 1 1 0 2 1 I 1 2 0 I LGConfig I I L R I T R I L T 1 Volume I 184 187 1 1136 105 1139 954 1 Lane Width 1 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 I I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left P Thru I Thru P Right A 1 Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right Green 24.0 56.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 492 1770 R 422 1583 Northbound 0.18 0.28 24.9 C 27.3 C 0.46 0.27 28.3 C T 2207 3547 0.58 0.62 11.2 B 10.3 B R 1583 1583 0.08 1..00 0.0+ A Southbound L 180 284 0.83 0.63 46.3 D T 2207 3547 0.46 0.62 9.7 A 14.4 B Intersection Delay = 13.6 (sec/veh) Intersection LOS = B a- HCS2000: Signalized Intersections Release 4.le Analyst: Michael Agency: Matthew J. Delich, P.E Datod: pm am pm 04 Period: Project 0480 E/W St: Vine Drive No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Inter.: Colleyd/Vine Area Type: All other areas Jurisd: Fort Col s Year : recent hort kgrd otal N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Westbound I Northbound I Southbound I I L T R I L T R I L T R I I I I I I 1 0 1 I 0 2 1 I 1 2 0 I L R I T R I L T 199 103 I 638 64 1161 951 I I12.0 12.0 I 12.0 12.0 I12.0 12.0 I 1 0 I 0 1 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left NB Left Thru I Thru P Right I Right P Peds X Peds X WB Left A I SB Left P Thru I Thru P Right A Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eastbound Westbound Cycle Length Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS L 531 1770 0.20 0.30 23.6 C 24.2 C R 457 1583 0.24 0.29 24.8 C Northbound 90.0 secs T 2128 3547 0.34 0.60 9.5 A 8.6 A R 1583 1583 0.05 1.00 0.0+ A Southbound L 389 636 0.49 0.61 14.0 B T 2128 3547 0.53 0.60 11.5 B 11.8 B Intersection Delay = 11.9 (sec/veh) Intersection LOS = B L �. APPENDIX E Human Bean Espresso Stand Traffic Impact Analysis Maximum Observed Queue Lengths and Trip Generation Rates: ODOT Study "Trip Generation and Vehicle Queuing Study for Portable Espresso Stand Land Use" July, 2003 Maximum vehicle queue per window: AM peak hour trip generation rates: Per 1,000 ADT on highway: Per AM peak hour volume: For single window stands: For dual window stands: Distribution: �Jvehicles. .08 AM peak hour trips per 1,000 ADT 0176 AM peak hour trips per AM peak hour volume 34 AM peak hour trips 61 AM peak hour trips ,0% entering 0% exiting Adjacent AM Peak Hour Highway Volumes (Highway 238 north of New Hope Road): Northbound: L&J Peak Hour Factor: 0.79 Split: 67% Southbound: Peak Hour Factor: 0.78 Split: 33O Total: Trip Generation of Existing Uses on Curtis Drive: Tax lots: 38 AM Peak Hour Trip Generation Rate: 0.75 trips per dwelling unit AM Peak Hour Inbound Trip Percentage: 25% AM Peak Hour Outbound Trip Percentage: 75% AM Peak Hour Inbound Trips: 7 AM Peak Hour Outbound Trips: 21 Trip Generation of Coffee Stand: Based on ADT (assume AM Peak Hour is 8 percent of ADT): Based on AM Peak Hour Volume: Based on Average Rates for Dual Window Stands: Use maximum trip generation rate: Total trips: 61 Inbound trips: 31 Outbound trips: 31 Total AM Peak Hour Traffic Volumes: Highway 238 at Curtis Drive: Movement Highway Residential Coffee Total Northbound Through 837 0 -20_ 817 Northbound Right 0 5 20 25 Westbound Left 0 7 10 17 Westbound Right 0 14 20 35 Southbound Left 0 2 10 13 Southbound Through 419 0 -10 409 LiFl,ES aie aasiynea in proponion to the highway north/ south split 17 AM peak hour trips 22 1AM peak hour trips 61 JAM peak hour trips APPENDIX D Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: _ Mixed use Low density mixed use All other Intersection a bP Commercial 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" P. E (arterial/collector or local — any approach leg ff Stop sign control N/A C C C (collector/local—any approach leg) mitigating measures required " considered nominal in an urban environment UNSIGNALIZED INTERSECTIONS SIGNALIZED INTERSECTIONS HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Colleg,.dickory Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/1 2004 Jurisd: For Collins Period: a pm Year ecent short bkgrd total Project ID: 0480 E/W St: Hickory Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I I I I No. Lanes I 1 0 1 I 0 0 0 I 1 2 0 I 0 2 0 LGConfig I L R I I L T I TR Volume 123 62 1 179 1037 I 772 28 Lane Width 112.0 12.0 1 112.0 12.0 I 12.0 RTOR Vol 1 0 1 1 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left P Thru I Thru P Right A I Right Peds X I Peds X WB Left I SB Left Thru I Thru P Right I Right P Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/C g/C Delay LOS Delay LOS Eastbound L 531 1770 0.05 0.30 22.4 C 24.0 C R 457 1583 0.21 0.29 24.5 C Westbound Northbound L 332 544 0.27 0.61 10.1 B T 2128 3547 0.55 0.60 11.7 B 11.6 B Southbound TR 2117 3528 0.39 0.60 10.0- A 10.0- A Intersection Delay = 11.7 (sec/veh) Intersection LOS = B HCS2000: Sig-^alized Intersections Releas- 4.le Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 10 1/2004 Period a m Project ID: 0480 E/W St: Hickory Street Inter.: College/Hickory Area Type: All other areas Jurisd: Fo Collins Year ecent short bkgrd total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound L T R I L T R I L T R I I I No. Lanes 1 1 0 1 1 0 0 0 1 1 2 0 LGConfig I L R I I L T Volume 125 90 1 157 508 Lane Width 112.0 12.0 1 112.0 12.0 RTOR Vol 1 0 1 1 Southbound L T R 0 2 0 TR 848 41 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left P Thru I Thru P Right A 1 Right Peds X I Peds X WB Left I SB Left Thru I Thru P Right 1 Right P Peds X 1 Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 531 1770 0.05 0.30 22.5 C 24.1 C R 457 1583 0.23 0.29 24.6 C Westbound Northbound L 245 401 0.26 0.61 10.6 B T 2128 3547 0.26 0.60 8.8 A 9.0 A Southbound TR 2113 3522 0.50 0.60 11.1 B 11.1 B Intersection Delay = 11.3 (sec/veh) Intersection LOS = B secs 0 HCS2000: Sir" alized Intersections Release 4.le Analyst: Michael Inter.: College/Conifer Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/p Jurisd: Fold -Collins Period: am pm Year recent short bkgrd total Project ID 480 E/W St: Conifer Street N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound ► Westbound ► Northbound I Southbound ► I L T R i L T R I L T R ► L T R ► I I I I i No. Lanes ► 0 0 0 ► 2 0 1 1 0 2 0 ► 1 2 0 1 LGConfig I I L R 1 TR I L T 1 Volume I 1154 76 1 1040 119 134 825 ► Lane Width I 112.0 12.0 1 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 1 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A ► SB Left P Thru I Thru P Right A 1 Right Peds X I Peds X NB Right I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 1031 3437 0.17 0.30 23.3 C 23.7 C R 457 1583 0.19 0.29 24.3 C Northbound TR 2095 3492 0.64 0.60 13.3 B 13.3 B Southbound L 150 245 0.23 0.61 11.4 B T 2128 3547 0.39 0.60 10.0- A 10.0+ B Intersection Delay = 13.2 (sec/veh) Intersection LOS = B U� HCS2000: Si alized Intersections Releas- 4.le Analyst: Michael Agency: Matthew J. Delich, P.E Date: 10/2004 m Period: am Project .10480 E/W St: Conifer Street No..Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Inter.: College/Conifer Area Type: All other areas Jurisd: Fo Collins Year ecent hort bkgrd total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY 1 Westbound 1 Northbound 1 Southbound 1 1 L T R 1 L T R I L T R 1 I I I I I 2 0 1 1 0 2 0 1 1 2 0 1 I L R 1 TR I L T ► 1135 42 1 522 94 136 897 1 112.0 12.0 1 12.0 112.0 12.0 1 1 0 1 0 1 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4► 5 6 7 8 EB Left 1 NB Left Thru I Thru P Right 1 Right P Peds X ► Peds X WB Left A 1 SB Left P Thru 1 Thru P Right A 1 Right Peds X I Peds X NB Right 1 EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 1031 3437 0.15 0.30 23.2 C 23.3 C R 457 1583 0.11 0.29 23.6 C Northbound TR 2080 3466 0.32 0.60 9.3 A 9.3 A Southbound L 414 677 0.10 0.61 7.7 A T 2128 3547 0.50 0.60 11.1 B 10.9 B Intersection Delay = 11.7 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.le Analyst: Michael Inter.: Colleyz/Vine Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 10/l/2004 Jurisd: F ollins Period: a pm Year recent hort bkgrd total Project ID. 480 E/W St: Vine Drive N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R i L T R I L T R 1 I I I I I No. Lanes 1 0 0 0 1 1 0 1 1 0 2 1 I 1 2 0 1 LGConfig I I L R I T R I L T I Volume 1 179 176 1 1070 99 1131 899 1 Lane Width I 112.0 12.0 1 12.0 12.0 112.0 12.0 1 RTOR Vol I 1 0 1 0 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left 1 NB Left Thru 1 Thru P Right I Right P Peds X 1 Peds X WB Left A 1 SB Left P Thru 1 Thru P Right A 1 Right Peds X I Peds X NB Right A I EB Right SB Right 1 WB Right Green 24.0 56.0 Yellow 3.0 3.0 All Red 2.0 2.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approachr.. Lane Group Flow Rate Grp. Capacity (s) v/c g/C Delay LOS Delay LOS Eas Westbound L 492 1770 0.16 0.28 24.8 C 27.0 C R 422 1583 0.43 0.27 28.0 C Northbound T 2207 3547 0.55 0.62 10.8 B 9.9 A R 1583 1583 0.07 1.00 0.0+ A Southbound . L 203 320 0.69 0.63 28.6 C T 2207 3547 0.44 0.62 9.5 A 11.9 B Intersection Delay = 12.4 (sec/veh) Intersection LOS = B 14 I HCS2000: Si ilized Intersections Releases 4.le Analyst: Michael Agency: Matthew J. Delich, P.E Date: 1�[1/2004 Period: a pm Project ID: 0480 E/W St: Vine Drive No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: College/Vine Area Type: All other areas Jurisd: Fort Collins Year recen short bkgrd total N/S St: College Avenue SIGNALIZED INTERSECTION SUMMARY 1 Westbound I Northbound 1 Southbound 1 I L T R I L T R 1 L T R 1 I I I I 0 0 0 1 1 0 1 1 0 2 1 1 1 2 0 1 I L R I T R I L T I 193 97 1 601 60 1152 896 1 112.0 12.0 1 12.0 12.0 112.0 12.0 1 1 0 1 0 1 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left I NB Left Thru I Thru P Right I Right P Peds X I Peds X WB Left A I SB Left P Thru I Thru P Right A I Right Peds X I Peds X NB Right A I EB Right SB Right I WB Right Green 26.0 54.0 Yellow 3.0 3.0 All Red 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eastbound Westbound Cycle Length: 90.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS L 531 1770 0.19 0.30 23.5 C 24.1 C R 457 1583 0.23 0.29 24.6 C Northbound T 2128 3547 0.32 0.60 9.3 A 8.4 A R 1583 1583 0.04 1.00 0.0+ A Southbound L 411 672 0.44 0.61 12.6 B T 2128 3547 0.50 0.60 11.1 B 11.3 B Intersection Delay = 11.5 (sec/veh) Intersection LOS = B secs APPENDIX C N C UJ > U Z N Z to G Q U w e Z Z oai J 0 A L N J a N ti M M N N C 7 N O 3 J 'r � � p) �_ i C►5 N s f W N LO O C N N 7 coW J rn n m m O� N ! O 10- M 4* CO) to O C vrt Z to co cc N g aT d 1.1 N N 7 y J 3' m �O tO O ji Z � 9 C 7 p� d lo J O fh CD tD E c �i o mPA A co CO VIMININI O I G) 1 CD I e I s :4 InI�I N a N vo a c 7jS 4m 0 0) M CD 0 3 12 fA 0 LU 0 '" r, m cc 0 0 (n co .0 0 w J W, I, CO P-1 4D co; 0 .0 E IA M iT O T: 14400141 #1&,- 1 "MIll I l' I �-- I R, I CR I I v I LC04 I r4 18 1 � 5 1 4a � 0W 0 1 "1 1 4mol 1 0011 co I m I -mo U) a c z ZD c 0 LL. = 0 o 0 Lu .j LL. Ld w c > to Lu ca :3 LU Z LuO > o0> to u to LL. m 0 (A C3 --j Z JCR- 0 z z O C4 ui 0 A 0. L 0 E O '0 A c C6 a Mg R C4 cm cm O Q. Ul 0 O 0 12 zi �tl 0 co C4 to m C> LO C-4 to tNn in 0 Z c C4 `cl I 'Com I 1 I UVI I 6m 1 A I C* Bn an ull I a Iwl-A 18PI I 1 C--mrl C4 N Lo Ull In RW I *w I II FE', I APPENDIX B L U�orTNRRa*TrMl AnIVAL _ EL__ m t NL_ !� s Traffic Analysis Zones Fort Collins Area Gravity Model Data-2005 NORTH SOUTH Zone D.U. Zone D.U. 1/4 57 286 1/4 57 286 3/4 64 152 1/4 64 50 84 933 65 956 1/2 106 60 104 1220 1/2144 94 1/2 106 60 3/4114 114 1/2 144 94 1 /2 96 160 114 114 38 3/4 63 96 1/4 96 80 72 592 107 3 87 537 105 46 111 400 108 96 110 671 145 151 1 /4112 116 3/4 143 134 1 /2 71 144 314 146 305 86 609 66 574 3/4 109 105 100 519 101 318 102 32 141 428 142 242 126 0 127 0 3/4 67 1316 11468 285 134 872 99 597 135 52 103 341 137 756 138 522 125 794 1 /2 124 269 1/4 118 81 Total D.U. 5,069 Total D.U. 11,517 Distribution 30.56% Distribution 69.44% S a3 Tamed AM `^^ 3?? `. ct �q2 T Zg Cl to J ,VA52)BY -z4 - 9 Aq p,,,V-. -+ �oLrl-s nMM ,± n1OM —41 rs SCALE: V=10W SITE LOCATION 3 Figure 1 Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name 1-1B e N Project Location So wKyr AE cot c TIS Assumptions Type of Study Full: A.)L7Intermediate: Study Area Boundaries North: South: East: west: Study Years Short Range: ),oC �j f tong Range..29W- Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2.6; r-IjF7 6. 3. V.,,; 12,P7 7. 4. g• Time Period for Study < AM: 7:00-9 PM: 4:00-6: Sat Noon: Trip Generation Rates PF.R ZTE -M04 E c, E Qrl-/acE/EO Trip Adjustment Factors Passby: 441- 1 % F r r>,q-S-� R6si• Captive M Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions AJ R Committed Roadway Improvements Now E Ste[ T RA.v „-tr Other Traffic Studies /lNONr ki✓0rvN Areas Requiring Special Study 4:1, -to AL4� Date: A3, a� Traffic Engineer: Local Entity Engi 7 -M yr AP ver.n Larimer County Urban Area Street Standards — Repealed and Reenacted October 1. SOY !'age +40 Adopted by Lsrbner County. City of Lontend. City of Fort Comae APPENDIX A IV. CONCLUSIONS This intermediate transportation impact study assessed the impacts of Human Bean Coffee Shop on the short range (2008) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of Human Bean Coffee Shop is feasible from a traffic engineering standpoint. At full development, Human Bean Coffee Shop will generate approximately 800 daily trip ends, 122 morning peak hour trip ends, and 19 afternoon peak hour trip ends. - Currently, the key intersections operate acceptably with current control and geometry. In the short range (2008) future, signals will not likely be warranted at any existing stop sign control intersections. - In the short range (2008) background traffic future, the key intersections will operate acceptably. In the short range (2008) future, given full development of Human Bean Coffee Shop and an increase in background traffic, the key intersections will operate acceptably. The recommended short range (2008) geometry is shown in Figure 8. In the long range (2008) future, this site will have right- in/right-out access to N. College Avenue. The property has adjacency to Alpine Street. In the future, when the median and street network elements of the North College Avenue access plan are implemented, a connection to Alpine Street or Mason Street will provide access to a signalized intersection. Acceptable level of service is achieved for bicycle and transit modes based upon the measures in the multi -modal transportation guidelines. In the short range future, a number of pedestrian factors cannot meet the level of service B criteria. 19 Bicycle Level of Service Appendix H shows a map Human Bean Coffee Shop. T Transit Level of Service h h within 1320 feet of destinations are the Fort Collins bicycle bicycles is LOS B. Conifer Street, and area of N. College nected to the future e LOS B criteria. This area is currently served by transit route 8. The Human Bean Coffee Shop is located along a future "enhanced travel corridor" which will provide 10 minute service. In the future, transit service will be improved as depicted on the Fort Collins Transit System Plan. With this service level and adjacency, the transit level of service will be acceptable. 18 a� m U Z Hickory s Conifer T� v - Denotes Lane Site Access Ili Vine SHORT RANGE (2008) GEOMETRY Figure 8 17 total traffic future as indicated in Table 4. Calculation forms for these analyses are provided in Appendix F. The key intersections will operate acceptably. The short range (2008) geometry .is shown in Figure 8, which reflects the existing geometry at the key existing intersections. Long Range (2020) Access Control Plan The Fort Collins Traffic Engineer requested that the long range access control plan be addressed for this section of N. College Avenue. Appendix G shows a schematic drawing of the year 2020 access control plan for N. College Avenue from existing Vine Drive to Hickory Street from the "US287/SH14 Access Management Report," April 4, 2000. The Human Bean site is also shown on this drawing. As can be seen in the drawing, a raised median will be constructed in the center of N. College Avenue restricting access to the Human Bean Coffee Shop site to right-in/right-out movements. As can also be seen in the drawing, Mason street will be constructed at Alpine Street extending to the north to and through Hickory Street. Also, Vine Drive will be realigned to line up with Pinon Street and Conifer Street will be realigned to line up with Hickory Street. Available site plans indicate that the site property is "L" shaped with adjacency to Alpine Street. If an access driveway were constructed from the Human Bean site to either Alpine Street or future Mason Street, access would be provide to the N. College/Vine-Pi non future signalized intersection. This would allow access to vehicles that wish to enter the Human Bean site from the south or exit to the north on N. College Avenue. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Human Bean Coffee Shop site. The Human Bean Coffee Shop is located within an area termed as an "activity corridor," which sets the level of service threshold at LOS B for all measured categories. There are two destinations within 1320 feet of the proposed Human Bean Coffee Shop: 1) the existing/future commercial/industrial/office uses along the east side of N. College Avenue and 2) the existing/future commercial/industrial/office uses along the west side of N. College Avenue, primarily north of the site. It is assumed that sidewalks will be completed as properties redevelop, however this is not likely to occur in the short range future throughout the corridor. Therefore, the continuity and visual interest and amenity factors cannot be achieved. This proposal will build sidewalks along its frontage. It is also assumed that pedestrian crossing of N. College Avenue would only occur at signalized intersections. Due to the width of N. College Avenue, the street crossing factor will be at level of service C. Appendix H contains a Pedestrian LOS Worksheet. In the short range future, level of service B cannot be achieved for a number of factors. It is not practical that a small development proposal improve the pedestrian system within 0.25 miles of the site. W TABLE 4 Short Range (2008) Total Peak Hour Operation j N. College/Vine (signal) WB LT C C WB RT C C WB APPROACH C C NB T A B NB RT A A NB APPROACH A B SB LT B D SB T B A SB APPROACH B B OVERALL B B N. College/Site Access (stop sign) EB LT D D EB RT B B EB APPROACH C C NB LT B B N. College/Conifer (signal) WB LT C C WB RT C C WB APPROACH C C NB T/RT A B SB LT A B SB T B B SB APPROACH B B OVERALL B B N. College/Hickory (signal) EB LT C C EB RT C C EB APPROACH C C NB UT--B B NB T A B NB APPROACH A B SB T/RT B B OVERALL B B 15 TABLE 3 Short Range (2008) Background Peak Hour Operation (signal) NB APPROACH A B NB APPROACH A B 14 m rn m o U ` 0OD4 Z N �O Hickory 27l24 96/87 ado 0 00 to I, M to co or ` U °' c `--45/81 l 143/163 f r to co O N � O W O t to Site Access / � f 23/5 —1' 38/5 OD m N M M N O O r LO M � r O1 I� 103/187 l � 99/84 SHORT RANGE (2008) TOTAL PEAK HOUR TRAFFIC Conifer 4 I Vine ti LO m O Nt Nr (O coco --,a— AM/PM Figure 7 13 Hickory i m rn m 0 U Z _ ■ M v co M co Site Access 23/5 38/5 C N 00 SITE GENERATED PEAK HOUR TRAFFIC Conifer Vine �- AM/PM Figure 6 12 CD 0) a) O U to Z N O OD V O JIV aO Hickory 27/24 96/87 a\o 0 co to Q T 00 Floam 00 `I'' 45/81 l /— 143/163 ON Lo m Lo co 103/187 99/84 t r co Ln m O T r c co t0 SHORT RANGE (2008) BACKGROUND PEAK HOUR TRAFFIC Conifer Vine -F AM/PM 61 Figure 5 11 Hickory Site TRIP DISTRIBUTION 0 m rn m U A& z N Conifer Vine IR 0 0 Figure 4 10 Trip Distribution Directional distribution of the generated trips was determined for Human Bean Coffee Shop based upon gravity model analysis, the distribution of the existing traffic patterns, and future trip productions for this type of land use. Figure 4 shows the trip distributions used for the short range (2008) analysis future. The passby traffic distribution was based upon the current directional split of traffic on N. College Avenue. Background Traffic Projections Figure 5 shows the short range (2008) background traffic projections. Background traffic projections for the short range future horizon were obtained by reviewing the NFRRTP, reviewing traffic studies for other developments, and reviewing historic count data for this area of Fort Collins. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 6 shows the site generated peak hour traffic assignment. Figure 7 shows the total (site plus background) short range (2008) peak hour traffic at the key intersections. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. Based upon the short range (2008) peak hour traffic forecasts, signal warrants will not be met for the existing stop sign controlled intersections. Operation Analysis and Geometry Capacity analyses were performed at the key intersections. The operations analyses were conducted for the short range analysis future, reflecting a year 2008 condition. Using the traffic volumes shown in Figure 5 and the existing geometrics, the key intersections operate in the short range (2008) background traffic future as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. The key intersections will operate acceptably. Using the traffic volumes shown in Figure 7 and the existing geometrics, the key intersections operate in the short range (2008) W ALPINE STREET ASPKl T > M:f m 0 0 :E 0 0 > w nu 0 • o 7. A 0 ------- - tI L m" 11 1 .- SITE PLAN SCALE 1"=69 0 > m m ZM no pix9 m !]S,o =4 -0itmmzi ;I II Figure 3 L, III. PROPOSED DEVELOPMENT The Human Bean Coffee Shop is a proposed specialty restaurant development, located west of N. College Avenue and north of Vine Drive, in Fort Collins. Figure 3 shows a site plan of the Human Bean Coffee Shop. The short range analysis (Year 2008) includes development of the Human Bean Coffee Shop and an appropriate increase in background traffic. Since this is an intermediate level transportation impact study, a long range analysis is not required. However, the City of Fort Collins Traffic Engineer requested that the long range (2025) access control plan for N. College Avenue be addressed. The site plan shows an access to the Human Bean Coffee Shop to/from N. College Avenue. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. Trip generation information contained in Trip Generation, 7`h Edition, ITE is customarily used to estimate trips that would be generated by the proposed/expected uses at a site. The "Fast-food Restaurant" category (Code 934) contains an auxiliary table (Table 1) for Coffee/ Bread/Sandwich Shop. However, since the Human Bean is exclusively a drive-thru coffee shop, information was requested from the owner/operator. Information was provided from a traffic impact study for a similar coffee shop in Oregon. Select pages from this TIS is provided in Appendix D. Trip generation rates from this TIS were for the morning peak hour only. The owner/operator provided an estimate that the daily trip operation would be one percent of the future daily traffic (40,OOOxl%x2 trips = 800 daily trip ends). Afternoon peak hour trip generation rates were determined based upon information in Trip Generation, 7t" Edition. Logic would indicate that late afternoon trip generation at a drive-thru coffee shop would be low. Table 2 shows the expected trip generation on a daily and peak hour basis. The cited TIS for the Oregon coffee shop assumed that all generated trips would be passby. Passby factors for fast-food restaurants contained in the Trip Generation Handbook, ITE are approximately 50 percent. Therefore, a passby factor of 75 percent was used for the Human Bean coffee shop. TABLE 2 Trip Generation Xy \. 1. $ S 1�a4 M. AT � J-: i 9 ){�' FJi�7 � � �A{.}� y1�yt.'�.�. ♦3}.� Two 934 Cote Shop 800 61 61 9 10 n 7 TABLE 1 Current Peak Hour Operation r>��. � � • za . Yr'£'y'Y . •.:� Jl4S .r-`': x '1_ f 4 ..e., V �''- i g.— ... .i. v R. � t 5 �.,.<<� S s x k .%j � ri, ys �, n ♦ .Y - ro' �h � ,.< Ss iw sa �y{a1 StiF$ G :C•.. N. CollegeNine (signal) WB LT C WB RT C C WB APPROACH C C NB T A B NB RT A A NB APPROACH A A SB LT B C SB T B A SB APPROACH B B OVERALL B B N. College/Conifer (signal) WB LT C C WB RT C C WB APPROACH C C NB T/RT A B SB LT A B SB T B A SB APPROACH B B OVERALL B B N. College/Hickory (signal) EB LT C C EB RT C C EB APPROACH C C NB LT B B NB T A B NB APPROACH A B SB T/RT B A OVERALL B B m 0 U N ti Z 00 n N W � V 00 JIV Hickory 25/23 —1' 90/82 ~ N 00 v to o `" `m n c` °D " o 0 42/76 135/154 tr Conifer o rn v o r a� N to i 0) W M 00 CIOI [�-97/176 1 �1�— 93/79 RECENT PEAK HOUR TRAFFIC I r Vine o rn r.-m 0 0 co 0 0 --a-- AM/PM Figure 2 s Existing Traffic Recent peak hour traffic volumes at the key intersections are shown in Figure 2. The traffic counts at the key intersections were obtained in September 2004 by the City of Fort Collins. Raw count data is provided in Appendix B. Existing Operation The key intersections were evaluated using techniques provided in the 2000 Highway Capacity Manual. Using the peak hour traffic shown in Figure 2, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix C. A description of level of service for unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. The key intersections operate acceptably during both the morning and afternoon peak hours. The Human Bean Coffee Shop site is in an area termed "commercial corridor." In commercial corridors, acceptable operation at signalized intersections is considered to be at level of service D overall and level of service E for any approach leg or movement. At unsignalized intersections, acceptable operation is considered to be at level of service F (N/A in Table 4-3) for any approach leg for a arterial/ collector -local intersection. Pedestrian Facilities The sidewalk system in this area is sporadic. Sidewalks exist adjacent to redeveloped parcels of land on N. College Avenue. There are no sidewalks on Vine Drive or Alpine Street. This site is within 1320 feet of: existing retail uses, commercial uses, and light industrial uses. Bicycle Facilities There are bicycle facilities along Vine Drive, Conifer Street, and Hickory Street according to the Fort Collins Bike Map. North College Avenue is designated as a proposed street with bike lanes. Transit Facilities This area is currently served by transit route 8. It provides southbound service on N. College Avenue from approximately 6:30am to 6:30pm. 4 A& N Conifer Human Bean Coffee Shop Vine SCALE: 1"=1000' SITE LOCATION Figure 1 II. EXISTING CONDITIONS The location of the Human Bean Coffee Shop is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial and light industrial. The center of Fort Collins lies to the south of the Human Bean Coffee Shop. Streets The primary streets near the Human Bean Coffee Shop site are N. College Avenue, Vine Drive, Conifer Street, Hickory Street, and Alpine Street. North College Avenue is to the east (adjacent) of the Human Bean Coffee Shop site. It is a north -south street designated as a four - lane arterial street on the Fort Collins Master Street Plan. Currently, it has a four -lane cross section with appropriate auxiliary lanes. The N. College/Vine, N. College/Conifer, and N. College/Hickory intersections have signal control. The N. College/Alpine intersection has stop sign control on Alpine Street. The posted speed on this section of N. College Avenue is 40 mph. Vine Drive is to the south of the Human Bean Coffee Shop site. It has a two-lane cross section and is designated as a four -lane arterial street on the Fort Collins Master Street Plan. Currently, Vine Drive exists east of N. College Avenue in this area of the City. The posted speed on this section of Vine Drive is 35 mph. Conifer Street is north of the Human Bean Coffee Shop site. It has a two-lane cross section and is designated as a collector street on the Fort Collins Master Street Plan. Currently, Conifer Street exists east of N. College Avenue in this area of the City. The posted speed on this section of Conifer Street is 30 mph. Hickory Street is north of the Human Bean Coffee Shop site. It has a two-lane cross section and is designated as a collector street on the Fort Collins Master Street Plan. Currently, Hickory Street exists west of N. College Avenue in this area of the City. The posted speed on this section of Hickory Street is 25 mph. Alpine Street is north of the Human Bean Coffee Shop site. It has a two-lane cross section and is designated as a local street on the Fort Collins Master Street Plan. Currently, Alpine Street exists west of N. College Avenue in this area of the City. In the "US287/SH14 Access Management Report," April 4, 2000, under Long -Range Plan Recommendations, Alpine Street is designated as a collector without parking. 2 I. INTRODUCTION This intermediate transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Human Bean Coffee Shop. The Human Bean Coffee Shop is located west of N. College Avenue and north of Vine Drive, in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project planner (Cityscape Urban Design) and the Fort Collins Traffic Engineering Staff. The Transportation Impact Study Base Assumptions form is provided in Appendix A. This intermediate transportation impact study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines as contained in the "Larimer County Urban Area Street Standards" (LCUASS). The study involved the following steps: - Collect physical, traffic, and development - Perform trip generation, trip distribution, - Determine peak hour traffic volumes; - Conduct capacity and operational level of intersections; - Analyze signal warrants; data; and trip assignment; service analyses on key - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. 1 LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 5 3. Site Plan ............................................ 8 4. Trip Distribution .................................... 10 5. Short Range (2008) Background Peak Hour Traffic ...... 11 6. Site Generated Peak Hour Traffic ..................... 12 7. Short Range (2008) Total Peak Hour Traffic ........... 13 8. Short Range (2008) Geometry .......................... 17 APPENDIX A Base Assumptions Form B Recent Peak Hour Traffic C Existing Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards D Trip Generation Information for a Drive-thru Coffee Shop E Short Range Background Peak Hour Operation F Short Range Total Peak Hour Operation G Long Range Access Plan for N. College Avenue H Pedestrian/Bicycle/Transit Level of Service Worksheets TABLE OF CONTENTS Page I. Introduction ......................................... 1 II. Existing Conditions .................................. 2 LandUse ............................................. 2 Streets.............................................. 2 Existing Traffic ..................................... 4 Existing Operation ................................... 4 Pedestrian Facilities ................................ 4 Bicycle Facilities ................................... 4 Transit Facilities ................................... 4 III. Proposed Development ................................. 7 Trip Generation ...................................... 7 Trip Distribution .................................... 9 Background Traffic Projections ....................... 9 Trip Assignment ...................................... 9 Signal warrants ...................................... 9 Operation Analysis and Geometry ...................... 9 Long Range (2020) Access Control Plan ................ 16 Pedestrian Level of Service .......................... 16 Bicycle Level of Service ............................. 18 Transit Level of Service ............................. 18 IV. Conclusions .......................................... 19 LIST OF TABLES Table Page 1. Current Peak Hour Operation .......................... 6 2. Trip Generation ...................................... 7 3. Short Range (2008) Background Peak Hour Operation .... 14 4. Short Range (2008) Total Peak Hour Operation ......... 15 HUMAN BEAN COFFEE SHOP TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO OCTOBER 2004 Prepared for: SS Blue Sky LLC 4625 Regency Drive Fort Collins, CO 80526 Prepared by: MATTHEW J. DELICH, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 P p0 REG�ST �; •,rEW J, p •, F