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Home My WebLink AboutADVANCE AUTO PARTS - PDP - 26-07 - REPORTS - TRAFFIC STUDYPage I of I j Traffic Counts Highway 287C, RefPoint 346.874, Station 105322 for June, 2004 Primary Direction (North) Hour Date Day 00 01 02 03 04 05 06 07 08 09 10 il 12 13 14 15 16 17 18 19 20 21 22 23 Total 06/08/04 Tue 139 88 62 55 59 107 231 477 765 742 835 883 979 918 876 943 1032 1136 814 615 523 465 250 159 13153 . .... . .... .. Secondary Direction (South) Hour Date Day 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Total 06/08/04 Tue 76 42 47 39 89 168 392 739 758 758 763 840 897 840 806 859 855 878 641 528 482 396 259 104 12256 Composite Direction (North and South) Hour Date Day 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 16 16 17 18 19 20 21 22 23 Total 06108/04 Tue 215 130 109 94 148 275 623 1216 1523 1500 1598 1723 1876 1758 1682 1802 1887 2014 1455 1143 1005 861 509 263 25409 http://www.dot.state.co.uslApp_DTD—DataAccessITi-afficlindex.cfn-i?fuseaction=TraffieCountsDetailPrintable&route=287C&ref.. 5/7/2007 Page I of I Future Traffic Volumes for Highway 287 From RefPoint 346 To RefPoint 348 Route Ref End Ref Start Point Description AADT AADTYR AADT Single AADT Comb. Design Hour Volume AADT AADT Single AADT Comb. point Point Trucks Trucks (% of 2027 Trucks Trucks AADT) 2027 2027 287C 346.218 346.610 ON SH 7 N/O MULBERRY ST, FT COLLINS 26,900 2006 610 250 8 34,244 777 318' 287C 346.610 346.746 ON SH 287 N/O MOUNTAIN AVE, FT 21,700 2006 510 180 27,624 649 229 COLLINS r 346.746 346.874 ON SH 287 S/O SH 14, JEFFERSON� AVE, FT COLLINS 15,600 2006 390 160 20,514 513 210 rl 346.874 347.250 ON SH 287 N/O SH 14, JEFFERSON 23,800 2006 I 880 30,547 1,040 1,129 AVE, FT COLLINS 287C rg347.720[548.260 347.250 347.720 ON SH 287 N/O VINE DR, FT COLLINS ON SH 287 S/O WILLOX LN, FT 23,800 18,600 2006 2006 810 730 880®30,547 800 25,240 1,040 991 1,129 1,086 COLLINS 287C 348.260 348.544 ON SH 287 S/O SH 1, FT COLLINS 23,000 2006 870 1180®32,660 1,235 1,676 If you notice an error, bug or have any questions, Please E-mailus. http://www. dot. state.co. uslApp_DTD_DataAccess/Traffic/i ndex. cfm?fuseaction=P utureTrafficPrintabie&route=287&begRefPt=... 5/7/2007 Advance Auto - Ft. Collins 2027 PM 5: Access & North College Avenue Lane Configurations Vi r Vi ♦T ♦l Sign Control , Stop Free Free Grade 0% 0% 0% Volume (veh/h) .8 13 13 1309. 1071 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 14 14 1807 1478 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2415 744 1487 vC1, stage 1 conf vol 1483 vC2, stage 2 conf vol 932 vCu, unblocked vol 2415 744 1487 tC, single (s)._ 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) . 3.5 3.3 2.2 p0 queue free % 90 96 97 cM-capacity (veh/h) B6 357 :448 m cto"Lane # " EB'�1E& NB¢ NB283SB1, TSB 2s ,. Volume Total 9 14 14 903 903 986 502 Volume Left 9 0 14 0 0 0 0 Volume Right 0 14 0 0 0 0 9 cSH 86 357 448 1700 1700 1700 1700 Volume to Capacity 0.10 0,04 0.03 0.53 0.53 0.58 0.30 Queue Length 95th (ft) 8 3 2 0 0 0 0 Control Delay (s) 51.6 15.5 13.3 0.0 0.0 0.0 0.0 Lane LOS F C B Approach Delay (s) 29.2 0.1 0.0 Approach LOS D Average Delay 0.3 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 jmwa Synchro 6 Report Page 4 Aldridge Transportation Consultants, LLC Advance Auto - Ft. Collins 2027 PM 5: Access & North College Avenue Lane Configurations I r ?t 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Turning Speed (mph) 15 9 15 9 Lane LIM. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.999 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 3539 3536 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3536 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 285 260 . 240 Travel Time (s) 6.5 5.9 5.5 Volume (vph) ...8 13 13 1309 1071 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 127% 127% 100% Adj. Flow (vph) 9 14 14 1807 1478 9 Lane Group Flow (vph) 9 14 14 1807 1487 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 jmwa Aldridge Transportation Consultants, LLC Synchro 6 Report Page 3 Advance Auto -Ft. Collins 2027 PM 0) TT O IIce) � 16Y Hemlock Tj 5to 0 M a N r TNI 13�' jmwa Aldridge Transportation Consultants 5110/2007 Advance Auto - Ft. Collins Existing PM 5: Access & North College Avenue with Site -Generated traffic 1 1 j d Lane Configurations Vi r Vi TT ♦l� Sign Control_ Stop Free Free Grade 0% 0% 0% Volume (veh/h) 8 13 13 1309 1071 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 14 14 1423 1164 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median.type TWLTL Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vCi.conflicting volume 1908 586 1173 vC1, stage 1 conf vol 1168 vC2, stage 2 conf vol 740 vCu, unblocked vol 1908 586 1173 IC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 93 97 98 cM capacity (veh/h) 127 453 591 icafflif #��E"BEg 2 B118;21V83 SB1Sg2 Volume Total 9 14 14 711 711 776 397 Volume Left 9 0 14 0 0 0 0 Volume Right 0 14 0 0 0 0 9 cSH 127 453 591 1700 1700 1700 1700 Volume to Capacity 0.07 0.03 0.02 0.42 0.42 0.46 0.23 Queue Length 95th (ft) 5 2 2 0 0 0 0 Control Delay (s) 35.3 13.2 11.2 0.0 0.0 0.0 0.0 Lane LOS E B B Approach Delay (s) 21.6 OA 0.0 Approach LOS C a- InteisectronStrmmaN � � rx x �.. .vo . Average Delay 0.2 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 jmwa Synchro 6 Report Page 4 Aldridge Transportation Consultants, LLC Advance Auto - Ft. Collins Existing PM 5: Access & North College Avenue with Site -Generated traffic -> -'V 4% Lane Configurations I F I ♦T T1r+ IdealF.,low (vphpl) 1900 1900 1900 1900 .1900 1900 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.999 Fit Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 3539 3536 0 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3536 0 Headway Factor. 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 285 260 240 Travel Time (s) 6.5 5.9 5.5 Volume (vph) 8 13 13 1309 1071 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 14 14 1423 1164 9 Lane Group Flow (vph) 9 14 14 1423 1173 0 Sign Control Stop Free Free y .. Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 jmwa Aldridge Transportation Consultants, LLC Synchro 6 Report Page 3 Advance Auto -Ft. Collins Existing PM with Site -Generated traffic 0) TT O _O LO �T 5 0 J, TAT 13 CO y jmwa Aldridge Transportation Consultants 5/10/2007 r,� The graphic above shows the proposed location of the shared driveway which is 15 feet offset north of the property line. There are no required improvements including building reconfiguration from the adjacent property owner. A joint access easement will allow the property owner to the south full use of the driveway and ensure its future use by both properties should the south side redevelop. �I ALDRIDGE TRANSPORTATION CONSULTANTS. LLC Page 5 of 6 The graphic above shows the problem with a shared driveway constructed to CDOT and City specifications. A 25 foot drive aisle would require the removal of the front 15 feet of the existing building. Also it is assumed that the right-of-way dedication, landscaping, and sidewalk requirements would be waived for the remainder of the property on the south side to preserve the small building that directly fronts on North College. r/A ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 4 of 6 In our opinion the shared access is in conformance with the ACP but its exact location on the property line is precluded by the existing buildings on the adjacent property. Our investigation finds that a 15 foot offset to the north, a joint access easement, and support of the long-term plans are consistent with the purpose and intent of the ACP and State Highway Access Code. Should you have any questions or need additional information please call me at 303-703- 9112. Thank you for the opportunity to be of service. Kind regards, Aldridge John M.W Principal Jmwa/me/att. Consultants, LLC 'OE, r,� This facility is a low volume traffic generator. For comparison a typical fast food restaurant with a drive through window will generate over 100 trips in the PM peak hour vs. the 42 vph projected here. A drive in bank will generate over 200 trips in the PM peak hour. TRAFFIC DISTRIBUTION & ASSIGNMENT The distribution assumed, to be conservative, all of the traffic using the North College shared access. The entering left turn was programmed at 13 vph, the entering right turn at 8 vph. The exiting left turn was programmed at 8 vph and the exiting right turn at 13 vph. The existing condition with the site generated traffic is shown on the attached operations analysis. To project future 20 year future conditions, ATC factored the existing volumes by 1.27 per the CDOT website. This is considered conservative in developed areas. The 2027 PM peak hour is shown in the operations analysis worksheets that are attached. Please note the 2027 analysis is to meet code requirements. We are fully aware that the proposed long-term plans for North College in the ACP would not allow the access. TRAFFIC IMPACT ATC uses Synchro v.6 for operations analyses. The Synchro reports are attached for reference. For the PM peak hour analysis we are assuming a standard eight percent of daily volume and a 55/45 directional split, with the heavier movement in the northbound direction during the PM peak hour. The operations analysis shows that the critical movement at the access (northbound left turn out) will operate at LOS E during the PM peak hour for the existing plus site generated condition and in the future (2027) condition it will operate at LOS F which is considered normal in an urban environment. The left turn in from North College will operate at LOS B in existing conditions with a 95`h percentile queue length of 2 feet (25 feet is one vehicle). In 2027 it will continue to operate at LOS B with a 95`h percentile queue length of, again, 2 feet. CONCLUSION & RECOMMENDATIONS Based on the site plan and operations analysis, the proposed full movement shared access will provide the site with efficient on and off site movement without compromising safety or traffic operations on North College. No improvements to the adjacent streets and intersections are occasioned by the project. The HCM states on page 17-27, "By focusing on a single measure of effectiveness for the worst movement only, such as delay for minor -street movement left turn, users may make less effective traffic control decisions." In the short term the control delay is 35 seconds, the v/c ratio is very low at .07 and the 95th percentile queue length is only 5 feet. In the long term, if nothing changes, the control delay is just over the 50 second mark at 51.6, the v/c ratio is .1 and 95th percentile queue length is only 8 feet. LCUASS recognizes on page 4-25 that LOS F for a stop sign controlled intersection on an arterial is considered normal in an urban environment. e how we propose to locate the driveway which is 15 feet offset from the property line. This would permit both properties to use the driveway. A joint access easement would be provided to ensure future use and in the event the south side property owner redevelops he/she would have that access available. It would also be possible to reconstruct the driveway to be on the property line if that makes sense in the future. We understand you're are concerned about this proposal and are recommending a design waiver for the 15 foot offset. This is obviously a hardship situation created by physical limitations. It is our opinion that the 15 foot offset will have no impact on the operations and safety of the roadway and that the proposed reconstruction of the frontage, dedication of right of way for the widening of North College, and landscaping features will, in fact, be a sizeable benefit to CDOT and the City. Furthermore, the developer and property owner are fully aware of the long-term plans in the ACP and supportive of them. This includes a possible raised median in the near -term that would restrict the access to a right in/right out and the ultimate condition where all access would be eliminated on this section of North College. The following is a traffic impact analysis for your consideration. EXISTING CONDITIONS In this area, North College is a four -lane roadway with a painted center left turn lane. It currently carries approximately 23,800 ADT (average daily traffic) according to 2004 CDOT counts. Hemlock is a two-lane collector type roadway. The intersection is full - movement and stop -sign controlled. PROPOSED LAND USE and TRIP GENERATION The proposed land use is auto parts sales. The estimated trip generation is from the Institute of Transportation Engineers Trip Generation Manual, 7r4 Edition. The following chart shows the trip generation for the weekday and the AM/PM peak hour. �Ti`'`_ Generafion Wolsheet°for Advance'AutoFo�Collinst} r i MEMO aw- +� b+ ' s - ✓' �xr'eYA++' J Y* a r r ' .&.=- .� K s itn s CODE„ = 4=�� LAND,USE:,x aUN[TITkF?QUAWrry A�DT , ,IN, {OUT IN F OUTS rrr 843 Automobile Parts Sales KSF 7 61.91 1.10 1.11 2.93 3.05 433 8 8 21 21 b ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Advance Transportation Planning and'Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP Colorado Registered Professional Engineer Professional Traffic Operations Engineer American Institute of Certified Planners June 5, 2007 Ms. Gloria Hice-Idler Access Manager CDOT R-4 1420 2nd Street Greeley Colorado 80631 RE: Traffic Study - Revised Advance Auto — Ft. Collins, Colorado Dear Gloria: 1840 W. Littleton Blvd., Suite B Littleton, Co 80120 Tele: 303-703-9112 Fax: 303-703-9152 Mobile: 303-594-4132 Email: iohnaldrideem west.nei This technical letter provides a study of the potential traffic impact occasioned by the development of an Advance Auto Store in Fort Collins, Colorado. The project site is located on the southwest corner of North College and Hemlock. The primary access to the site will be from a full -movement shared access on North College approximately 150 feet south of Hemlock. Secondary access will be available from an alley on the west side of the site. The site plan has been prepared in accordance with the City of Fort Collins Planning Department's guidelines that require the building to be located on the north side of the site and as close as possible to the eastern property line. The access to the site has been located per the US-287/SH-14 Access Control Plan (ACP) for the short-term condition. The allowed short term access to properties on North College is described in Figure 3-13 on Page 33 of the US-287/SH-14 Access Management Report. The ACP shows a shared driveway for this property and the adjacent property to the south and alley access to Hemlock. Direct access to Hemlock is precluded by the ACP and the building location. As we discussed at our recent meeting, the shared access to North College cannot be located on the property line at this time due to the proximity of the existing buildings. Two graphics are attached for your reference. The first shows the location of the shared driveway on the property line and how the front 15 feet or more of building would have to be removed to allow a 25 drive aisle from the driveway. The second graphic shows