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Home My WebLink AboutRAM'S CROSSING - PDP - 22-03 - REPORTS - TRAFFIC STUDY (3)TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst Agency/Co. Date Performed nal sis Time Period matt mjdpe 9/5/2 03 a m !!:jIntersection risdiction nalysis Year city park/south driveway fort cokas 200 2005 ro ect Description 0355 ast/West Street: south driveway North/South Street: citypark ntersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments or Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 8 99 0 0 130 14 eak-Hour Factor, PHF 0.65 0.85 a85 0.85 0.85 0.85 ourly Flow Rate, HFR 9 116 0 1 0 152 16 Percent Heavy Vehicles 0 -- -- 0 — — edian Type Undivided T Channelized 0 0 anes 0 1 0 0 1 0 onfiguration LT TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 12 0 6 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 0 0 0 14 0 7 ercent Heavy Vehicles 0 1 0 1 0 0 1 0 1 0 ercent Grade (%) 0 0 tared Approach N N torage 0 0 T Channelized 0 0 Lanes 1 0 0 0 0 0 0 onfi uration I LR lay,Queue Length. and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 9 21 (m)(vph) 1422 751 /c 0.01 0.03 5% queue length 0.02 0.09 ontrol Delay 7.5 9.9 OS A A pproach Delay — — 9.9 pproach LOS — — A IICS2000TAt Copyright C0 2000 University or Florida, All Rights Reserved Version 4. Ic TWO-WAY STOP CONTROL SUMMARY eral Information Site Information st cy/Co. Performed sis Time Period matt mjdpe /2003 am m Intersection Jurisdiction Analysis Year city park/south driveway fort colfl 200 005 ct Descri tion 0355 West Street: south drivewa lHourly North/South Street: cit ark ection Orientation: North -South tud Period hrs : 0.25 cle Volumes and Adjustments Street Northbound Southbound ment 1 2 3 4 5 6 L T R L T R e 1 92 0 0 68 3 Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Flow Rate, HFR 1 108 0 0 79 3 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided T Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LT TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 7 0 7 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 a85 0.85 ourly Flow Rate, HFR 0 0 0 8 0 8 ercent Heavy Vehicles 0 1 0 1 0 0 0 0 ercent Grade (%) 0 0 lared Approach N N torage 0 0 T Channelized 0 0 anes 0 0 0 0 0 0 onfi uration LR elay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR vph) 1 16 m)(vph) 1528 865 0.00 0.02 % queue length 0.00 0.06 ntrol Delay Iopproach 7.4 9.1 S A A proach Delay — — 9.1 LOS 1 — — A 11C32000T6t Copyright R,� 21H10 University of Florida, All Rights Reserved Version 4.Ic APPENDIX C UNSIGNALIZED INTERSECTIONS Level-of-Scrvice Average Total Delay scc/vch --- - is --__ --- - > 10 and < 15 --- >15and <25 > 25 and < 35 >35and <50 1' > 50 SIGNALIZED INTERSECTIONS Level -of -Service Avcrage l'otal Delay sedveh - A - — < 10 -- — li % 10 xud < 20 --- C — — -- > 20 and _< 35 D — — ----- = 35 and < 55 - C -- --- > SS and : HO — — I. ----- 80 --- - TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst Agency/Co. Date Performed nal sis Time Period matt mjdpe 9/5/2Qa am frri Intersection urisdiction nalysis Year city park/south driveway fort collins 200 005 ro ect Description 0355 astlWest Street: south driveway North/South Street: city ark ntersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments illai-or Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R oiume 6 90 0 0 118 10 eak-Hour Factor, PHF a85 a85 0.85 0.85 0.85 0.85 ourly Flow Rate, HFR 7 105 0 1 0 138 11 ercent Heavy Vehicles— edian Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 0 'configuration LT TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 9 0 4 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.65 ourly Flow Rate, HFR 0 0 0 10 0 4 ercent Heavy Vehicles 0 1 0 0 0 1 0 1 0 ercent Grade (%) 0 0 tared Approach N N Storage 0 0 T Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR ela , Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 r(ane Configuration LT LR vph) 7 14 (m)(vph) 1445 770 /c 0.00 0.02 5% queue length 0.01 0.06 ontrol Delay 7.5 9.8 OS A A pproach Delay — — 9.8 pproach LOS — — A 11CS2000im Copyright 02000 University of Florida, All Rights Reserved Version 4.Ic TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst Agency/Co. Date Performed nal sis Time Period matt mjdpe 9/ 2003 am m Intersection urisdiction nalysis Year city park/south driveway f rt coffins 200 2005 ro ect Description 0355 ast/West Street: south driveway orth/South Street: city ark ntersection Orientation: North -South Ptudy Period hrs : 0.25 ehicle Volumes and Adiustments Nor Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 1 84 0 0 62 2 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 1 98 0 0 72 2 Percent Heavy Vehicles 0 — - 0 — — edian Type Undivided T Channelized 0 0 anes 0 1 0 0 1 0 onfiguration LT TR U stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 5 0 5 eak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 lourly Flow Rate, HFR 0 0 0 5 0 5 ercent Heavy Vehicles 0 1 0 0 0 0 0 ercent Grade N 0 0 lared Approach N N orage 0 0 Channelized 0 0 nes 0 0 0 0 0nfigurab LR la Queue Len th, and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration I LT LR vph) 1 10 (m)(vph) 1538 900 0.00 0.01 % queue length 0.00 0.03 ntrol Delay 7.3 9.0 S A A pproach Delay — — 9.0 proach LOS 1IC32000'"" Copy,ight � 2000 University of Florida. All Rights Reserved Version 4.Ic APPENDIX B MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 9.3-03 Observer: Harry Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: City Park/South Driveway S = straight L = left turn Time Begins Northbound: City Pads Southbound: City Park Total north/south Eastbound: South Drive Westbound: Total east/west Total All L S R Total L S R Total L S R Total L S R Total 7:30 0 21 ; 21 19 1,20 41 2 2 4 ..;. 0 4 45 7:45 0 12 ,12 6 0 6 18 2 0 4. -:'.'0 2 20 8:00 1 20 21 15 1 1s 37 1 1 2 ``.: ``: 0 . 2 39 8:15 0 31 31 22 0 22 53 0 2 2 0. 2 55 7:30.8 30 ::-f 84 14: 85 0 62 :. 2 64 149 5 . '.0 S';+ 10 0 0 0.. 0 10 159 PHF 0.69 0.73 0.63 nla 4:30.5 30 ; 6, 90 -:0; .. 96 ';0 118 :10' 128 1 224 9. 0 4 ;:` 13 0 0 .0 0 13 237 PHF 0.86 0.68 0.81 nla APPENDIX A TABLE 1 Current (2003) Peak Hour Operation Intersection Movement Level of Service AM PPA City Park/South Driveway (stop sign) EB LTIRT A A A A NB LT TABLE 2 Short Range (2005) Peak Hour Operation Intersection Movement Level of Service AAA PM City Park/South Driveway (stop sign) EB LT/RT A A NB LT _ A A South Driveway Y (O a U o N �ft 5/9 5/4 CD v -� AM/PM RECENT PEAK HOUR TRAFFIC Y L a 9 0 (o co co (D South Driveway ` 7/12 � 1 7/6 � cc a, r � 6 —•� -- AM/PM SHORT RANGE (2005) PEAK HOUR TRAFFIC 61 Figure 2 61 Figure 3 N W ELIZABETH St 0 0 O o ® o a co00 u��mnnnnnnnong I7R , �1. ��' n��sun'�u�u�•y�. A ISM MU 19 4 � •� , /► K MA ON or I NO SCALE SITE PLAN Figure 1 Figure 3 shows the peak hour traffic at the City Park/South Driveway intersection with the site generated traffic added to the counted traffic. The new site generated traffic was assigned based upon the trip distribution of the current peak hour traffic. Through traffic on City Park Avenue is not likely to change since this area of Fort Collins has little land available for additional development. However, to be conservative, a 10 percent increase was applied to the through traffic. Table 2 shows the peak hour operation of this intersection. Calculation forms are provided in Appendix C. This intersection will continue to operate acceptably. The intersection sight distance is adequate at the City Park/South Driveway intersection. There are sidewalks along both sides of City Park Avenue, as well as other intersecting streets in the area. City Park Avenue is designated as a bike route. There are bike lanes on West Elizabeth Street. Bicyclists utilize the bike lanes on West Elizabeth Street to access Colorado State University. There is frequent transit service (Routes 2 and 3) on West Elizabeth Street, within a quarter mile of the Ram's Crossing Apartments. It is concluded that with the proposed 30 units, acceptable operation will occur at the City Park/South Driveway intersection. There are adequate pedestrian, bicycle, and transit facilities in the area of the Ram's Crossing apartment complex. O 0 a O J A 0 z a J W J W Q 0 z W a z W 'Jn V N ti N N Tr 7 ■ MEMORANDUM OPP pW TO: Carr Bieker, The Architects' Studio O1` p City of Fort Collins ;� 152 ; a (DD FROM: Matt Delich , �4 DATE: September 5, 2003 0./,O+VAL� D) ¢ SUBJECT: Ram's Crossing Apartments Transportation Impact Study LL (File: 0355ME01) _ The Ram's Crossing apartment complex is proposing to add 30 one -bedroom apartments in the northwest portion of the complex. N Figure 1 shows a site plan of the area and the location of the M proposed building. This is considered to be an "in -fill" CD T development. City staff requested a traffic memorandum primarily o addressing trip generation, current traffic/operation, and future rn traffic and operation. ij Z City Park Avenue is classified as a local street on the Fort Collins Master Street Plan. It has one lane in each direction with on -street parallel parking. The land uses in this area are primarily residential (single family and multi -family). There are commercial land uses near West Elizabeth Street. There are a number of driveway accesses to City Park Avenue that serve the Ram's Crossing apartment complex. The driveway that will serve the proposed building is the southernmost one. This driveway also serves parking lots that are associated with six existing apartment buildings. These six buildings have 84 apartment units. Using the apartment land use (Code 220) in Trip Generation, 6th Edition, ITE, these 84 units would generate 560 daily trip ends, 43 morning peak hour trip ends (7 in, 36 out), and 52 afternoon peak hour trip ends (35 in, 17 out). However, peak hour traffic counts at the City Park/South Driveway intersection indicate -that there were 13 morning peak hour trip ends (3 in, 10 out) and 29 afternoon peak hour z trip ends (16 in, 13 out). This significant difference is likely due ¢ to the proximity of the Ram's Crossing apartment complex to the w W Colorado State University campus. It is likely that the future Z (5 residents in the proposed building will have the same travel habits Z as the existing residents. Therefore, the peak hour trip generation w Z of the proposed building was calculated using the trip generation o rates calculated from the counted data. The trip generation for the proposed 30 units was calculated to be 5 morning peak hour trip ends cc (1 in, 4 out) and 11 afternoon peak hour trip ends (6 in, 5 out). Oa The increase in peak hour traffic at the City Park/South Driveway Z intersection is expected to be approximately 1.36 times the current o: traffic. H Figure 2 shows the peak hour traffic at the City Park/South Driveway intersection. Raw traffic data is provided in Appendix A. a This intersection operates acceptably as indicated in Table 1. ¢ Calculation forms are provided in Appendix B. A description of level H. of service is also provided in .Appendix B.