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Home My WebLink AboutSTORYBOOK, 2ND FILING - FDP - 49-98C - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYR = nght turn S = straight L = left turn MATTHEW j. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOWLAND, CO 80533 Phone 9Tp�669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date; 11/2312004 Observer; Joseph Day: Tuesday_ Jurisdiction; City of Fort Collins Intersection: LemayIVine Time Begine Northbound: Scuthbound: Total northlsouth Eastbound: Westbound: Total eastlwest Total All L S R Total L S R ToW L S R Total L S R Total 7:30 2 84 5 92 21 147 9 176 268 4 17 16 47 18 28 3T 83 130 398 7:45 4 108 4 116 21 152 8 t81 297 4 20 14 44 9 34 36 79 123 420 $10 5 89 2 97 22 19E 6 ISO±236 233 t 2 25 14 41 16 35 26 77 i1B 351 8:15 7 8T 3 97 _ 17 ii8 4 139 5 21 15 41 11 31 26 68 _ 109 345 T:30 8:30 ~ 19 368 15 402 81 $25 26 632 1034 15 99 59 173 54 128 125 301 46Q 1514 PHF s 0.87 0.87 _ 0.92 0.9 T 2 4:30 li 151 23 105 +31 3 152 347 6 40 25 71 8 37 41 35 157 504 4:45 9 126 8 143111 fQ 1 124 267 10 50 t8 76 15 18 31 64142 4a9 5:00 12 198 '8 229117 1 136 364 9 51 20 6o 6 2530 61 1413515 14 172 9 19513D 2 147 342 ?. 34 17 63 1D 39 32 01 Y 144 4$6 �4::10 �i 30 4b 65T 58 761 63 489 7 459 1320 3T 1T5 80 292 39 119 134 292 $84 1904 WPHt 0.83 0.92 0.91 0.85 Page 5 of 5 Table 3 Lemay Nine Short -Term Total Peak Hour Operation Movement LOS Level of Service AM Delay LOS PM I Delay Eastbound L / TR C / D 31.9 / 35.7 D / D 41.2 / 47.2 Eastbound Approach D t 35.4 D ! 46.6 Westbound L / TR E / F 66.6 / 83.6 F / F 91.7 / 94.5 Westbound Approach E 78.9 F j 94.0 Northbound A 8.9 E 65.7 Southbound D 37.4 F I 139.3 Overall Intersection D 42.9 F j 88.0 The percent difference in overall intersection delay due to the development is 1.66 % in the am peak and 1.97 % in the pm peak. As both of these percentages are less than 2%, the proposed Storybook development is NOT constrained by the APF limitation of this intersection. CONCLUSIONS AND SUMMARY of FINDINGS The following conclusions can be drawn from this refinement of the ACF analysis due to revised background traffic volumes provided by the City - This analysis showed an increase in overall intersection delay due to the Storybook development of 1.66% in the am and 1.97 % in the pm peak hour. As these percentages are less than the allowable 2%, this development does NOT create a significant negative impact. Please contact me with any questions. Sincerely, Martina G. Wilkinson, P.E. PTOE IPage 4 of 5 i 764 % 55� 176\ zoI 11is is 152 40 235 162 252 M 281 212 74 � 1_`�4 N 66 as 45 1,174 3W \ 646 IY Vine Dr. Figure 4 — Short Term Total Traffic — Lemay and Vine A level of service analysis was completed to determine the impact that the site traffic has on the operation (and especially the delay) of the intersection. The results of this analysis is shown in Table 2 and 3 while the analysis sheets are attached. Table 2 Lemay Nine Short -Term Background Peak Hour Operation Movement Level of Service AM PM LOS Delay LOS Delay Eastbound L / TR C / D 31.9/35.7 D / D 40.1/46.7 Eastbound Approach D 35.4 D 46.1 Westbound L / TR E / F 164.6 / 82.4 F / F 84.1 / 93.8 Westbound Approach E 77.5 F 92.2 Northbound A 8.9 E 63.8 Southbound D 36.6 F 137.1 OveralllntersecUon D 42.2 F 86.3 Page 3 of 5 ■ / 3 I z 011 W /o o 0 �o ' `� z 2 �\ o �z 3 Vine Dr. Figure 2 — Site Traffic at Lemay and Vine Future Volumes and Traffic Analysis Traffic volumes to be assumed for the short-term background time frame were provided by City of Fort Collins Traffic Engineering Staff. The numbers provided were for the year 2010. Since the background year for this report is 2009, a 2% reduction in the volumes provided was taken ' (a conservative growth estimate for one year). This resulted in the short-term background traffic volumes shown in Figure 3. and adding in the site traffic results in Figure 4 701 54 539 76 i\ zo I `s % f II � 15 152 3s 162 J 250 ca 279 /—211 152 J 64 144 \\ �72 299 834 �. Vine Dr. Figure 3 — Short Tenn Background Traffic — Lemay and Vine 1, Page 2 of 5 525 / 26 489 81 � 63 % 15 � ��,� 125 134 99 37 �f — 128 175 _ 119 59 A ^54 80 N 39 19 \l 115 4s 368 Se 657 Vine Dr. Figure I — Existing Traffic Volumes at Lemay and Vine Table 1 Lemay Nine Existing Peak Hour Operation Movement LOS Level of Service AM Delay LOS PM Delay Eastbound C 24.7 C 27.8 Westbound C 29.0 C 28.2 Northbound B 14.0 C 26.0 Southbound C 21.0 B 19.4 Overalllntersection C 21.2 C 24.7 Site Volumes The site generated peak hour traffic volumes were followed through the street network to determine the site traffic volumes likely to utilize the Lemay/Vine intersection. The entering and exiting traffic at Country Club Road and Timberline was the starting point for the determination of #jese volumes. At irdersecboris such as Timberline and Vine and along Lemay Avenue, existing traffic distributions were used to determine the site traffics movement. Figure 2 shows the peak hour site traffic due to Storybook POP a Fing.at this kienocMm MARTI NA 3405 Harbor way Fort Collins, CO 80524 G. +^ \ phone:970-988-0143 V V/ I L K i i V SIO l \I `� , 6x: 970-472-0223 L 1 ma rti nawil kinsonPmsn.com M E M O R A N D U M Date: February 25, 2005 RE: Revised APF An? Usis for Storybook PDP 2 Filing 1; This memorandum serves as an addendum to the originally submitted Traffic Impact Study entitled: "TIS — Storybook PDP — 2nd Filing" dated December 6, 2004. II The original TIS included an Adequate Public Facilities analysis at the intersection of Lemay of l' Vine, which was identified during the scoping meeting as being constrained by the APF management system. However, City Staff has since then provided revised background traffic volumes to be used at the intersection for the short-term background time horizon. The following addresses the impact of the proposed Storybook development on the intersection at Lemay and Vine using the revised volumes_ Existing Roadways Vine Drive is an east -west street designated as a four -lane arterial on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section with a speed lrmit of 35 mph. The approaches to the intersection have just one lane, although a second approach lane will be built in the near future and should be assumed to be in place in the short-term time horizon (2009). Lemay Avenue runs north -south, is currently a two-lane roadway with just a single approach lane to the intersection. This area has a speed limit of 30 mph. The roadway is classified as a four4ane arterial and the master street plan indicates an eventual grade separated overpass with srght re -a ignment at the rai road. This overpass is not Mmly to be complete in the short- term time horizon and was not assumed to be in place. The intersection is signal controlled. Peak hour traffic turning movement counts were completed in November 2004 and are shown in Figure 1. Raw trcounts are attached. An intersection level of service analysis provided the level of service and is shown in Table 1. f4 * iR