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Home My WebLink AboutBELLA VISTA - PDP - 45-01A - REPORTS - TRAFFIC STUDY (7)TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information al st aft i?000 TM ropy ugin a: :.,.,� .�.��.....�., ..................._e TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information al st att Intersection orsetooth/rin-rout-lin enc /Co Pnidpe Jurisdiction hort colli s ate Performed 18/2002 Analysis Year 2W 202 nal sis Time Period roject Description 0160 Mmix= ast/West Street: horsetooth North/South Street: rin-rout-tin ntersection Orientation: . East-West IStudy Period hrs : 0.25 ehicle Volumes and Adjustments a"or Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R olume 10 1205 0 0 1125 15 eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Tourly Flow Rate, HFR 10 1268 0 0 1184 15 ercent Heavy Vehicles 0 - -1 0 -- — edian Type TWO Way Left Turn Lane T Channelized 0 0 anes 1 2 0 0 2 0 onfi uration L T T TR stream Si nal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 10 eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 ourly Flow Rate, HFR 0 0 0 0 0 10 ercent HeavyVehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 tared Approach N N Storage 0 0 T Channelized 0 0 anes 0 0 0 0 0 1 onfi uration R elay, Queue Length, and Level of Service pproach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration L R (vph) 10 10 (m)(vph) 589 449 c 0.02 0.02 5% queue length 0.05 0.07 ontrol Delay [pproach 11.2 13.2 OS B 6 pproach Delay — — 13.2 Los — — B 1-ICS2000770 Copyright 0 2000 University of Florida. NI Rights Reserved °°"""' TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information al st matt Intersection orsefooth/rin-rout-lin enc /Co mjd e Jurisdiction Ifort collins ate Performed 6/18/2002 Analysis Year 2006 naI sis Time Period m ro'ect Descri tion 0160 ast/West Street: horsetooth North/South Street: rin-rout-lin ntersection Orientation: East-West IStudy Period hrs : 0.25 ehHe Volumes and Ad'ustments a'or Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R olume 10 1300 0 0 1485 10 eak-Hour Factor, PHF 0.85 a85 0.85 0.85 0.85 0.85 ourly Flow.Rate, HFR 11 1529 0 0 1747 11 ercent Heavy Vehicles 0 — I -- 0 -- - edian Type Two Way Left Turn Lane T Channelized 0 0 anes 1 2 0 0 2 0 onfiguration L T T TR stream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 10 eak-Hour Factor, PHF a85 a85 a85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 0 0 0 11 ercent Heavy Vehicles 0 0 1 .0 0 1 0 r 0 ercent Grade (%) 10 0 lared Approach N N Storage 0 0 T Channelized 0 0 anes 0 0 0 0 0 1 R onfiguration ela , Queue Len th, and Level of Service pproach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration L R (vph) 11 11 (m) (vph) 361 295 c 0.03 0.04 5% queue length Ipproach 0.09 0.12 ontrol Delay 15.3 7.7 17.7 OS C C 17.7 pproach Delay C LOS — — tie...:.... A 14 ri('S?OOOrh1 Copyright C) 2000 University of Ptonaa. All lugms Icesnrveu TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information nal st att Intersection orsetooth/rin-rout-lin enc /Co. Imjdpe Jurisdiction fort collins Date Performed 1611812002 Analysis Year 006 nal sis Time Period ro'ect Description 0160 m ast/West Street: horsetooth North/South Street: tin-rout-lin ntersection Orientation: East-West tud Period hrs : 0.25 ehicle Volumes and Adjustments aior Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R olume 10 1010 0 0 945 15 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 11 1188 0 0 1111 17 Percent Heavy Vehicles 0 — - 0 — — edian Type Two Way Left Turn Lane T Channelized - 0 0 anes 1 2 0 0 2 10 onfiguration L T T I TR U stream Signal L 0 inor Street Northbound Southbound ovement 7 1 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 10 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 0 0 0 11 ercent Heavy Vehicles 0 0 1 0 0 0 0 ercent Grade (%) 0 0 tared Approach N N Storage 0 0 T Channelized 0 0 Lanes 0 0 0 0 0 1 onfiguration IR lay,Queue Length, and Level of Service proach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane Configuration L R (vph) 1111 (m)(vph) 627 474 c l 0.02 0.02 5% queue length 0.05 0.07 ntrol Delay 10.8 12.8 LOS B B Approach Delay — — 12.8 Approach Los — — B 11C'S2000 " Copyright 0 2000 University of Florida, All Rights Reserved ° O.moo "`. "' APPENDIX C L 0 w CU CQ V/ to CO M O y 110/10 / X- 30130 Ma 4 ^off h Full -movement Access ?ioh q�ess /l Sij 20j3J^ ~ ss � J O Q' Z 'T ` N `— O Ln �n o o . 85/135 `O LO '� — 940/1460 110/175 0 T o ui 15/10 1 �.--1125/1760 "00J 45/150 I 10/10 J 45/170 1030/1235 —► ``�'� N 1205/1540 — 1145/1385 —► 20/40 --y T T 8 tM O LO T T C �.— AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2020) TOTAL PEAK HOUR TRAFFIC L N O m N 60/110 —1075/1650 Horsetooth Figure 10 m A,10/10 30/30 ement gc�ss o Cl) N� �ry ^� RT�n��Ti s h nq ,v, ��e ss O O Ln ,n O o 70/115 tO `r (O — 790/1230 95/150 35/125 ) � r 865/1040 ,O in LO 15/35 --y Ln N o C) t00 0) N CD C ca J O b J 10/10 1010/1300 —� AM/PM Rounded to Nearest 5 Vehicles 15/10 945/1 40/140 965/1170 —► p 50/90 -�— 905/1385 Horsetooth SHORT RANGE (2006) TOTAL Figure 9 PEAK HOUR TRAFFIC APPENDIX B N C `; AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 8 APPENDIX A 00 C7 LJO 01) Ch o L0 o �. a � O p o U � a 0 LL Z J W 7 J T co W C) E N ¢ Q> 0 � LLJ o' a � Z 1; W Z rJn V O CV d n CV N W a z ac n W z U z J W W O a ¢ O IL CO) z cc ` a F- W df U_ F LL LL a ¢ 5Q L M1 yCO) 0.1:1910Li TO: Chuck McNeal, Stanford Development LLC Javier Martinez Campos, Stanford Development LLC Eldon Ward, Cityscape Urban Design Daryl Sigler, Northern Engineering Services City -of Fort Collins FROM: Matt Delich DATE: June 19, 2002 SUBJECT: Bella Vista Transportation Impact Study - Horsetooth Road access (File: 0160ME02) The direct access to Horsetooth Road from Bella Vista is being designed as a right-in/right-out/left-in at the suggestion of City staff. The transportation impact study.(TIS) analyzed this access as a right-in/right-out.access. This memorandum provides the traffic documentation so that Northern Engineering Services can provide the lane striping design for Horsetooth Road at this access. Appendix A contains Figure 8, Site Generated Peak Hour Traffic from the cited TIS. With the change of the Horsetooth Road access to right-in/right-out/left-in, it is likely that half of the 18/17 eastbound left turns at the Horsetooth/Stanford/Landings intersection would become eastbound left turns at the Horsetooth Road access. Figures 9 and 10 in Appendix B show the short range (2006) total peak hour traffic and the long range (2020) total peak hour traffic, respectively, with right-in/right-out/left-in access to Horsetooth Road. This access will operate acceptably in both the short range future and long range future. Calculation forms are provided in Appendix C. By inspection, all other key intersections will operate acceptably. Given the forecasted traffic shown in Figures 9 and 10 in Appendix B, the eastbound left -turn lane should.provide storage for one vehicle (20 feet) plus deceleration, per the "Larimer County Urban Area Street standards" (LCUASS). Given the physical constraints in the area, the minimum design criteria on Figure 8-02 in LCUASS was used.. At 40 mph, the deceleration length should be 280 feet.including a bay taper at 160 feet (WS/3). The components of the eastbound left -turn lane at this access will total 300 feet including bay taper. Design drawings will be provided by Northern Engineering Services.