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Home My WebLink AboutSP202000015 Traffic Study 2020-10-19SHIMP ENGINEERING, P.C. Design Focused Engineering October19,2020 Mr. Adam Moore, P.E. Virginia Department of Transportation 701 VDOT Way Charlottesville, VA 22911 RE: Preliminary Turn Lane Analysis SP2020-15 Animal Wellness Center TMP 56A2-01-00-7 Mr. Moore, Please find enclosed a right and left turn lane warrant analysis for Animal Wellness Center, located on Route 240 (Crozet Avenue). The enclosed analysis is based off a long-term proposed build -out on the site and is meant to be preliminary in nature; turn lane warrants will be presented to you concurrent with site plan submittal and will be more precise in nature once the specifics of the proposed veterinary expansion are finalized. The following items are included with this report: VDOT 2019 Traffic Data ITE Trip Generation (I& Edition) Summary Warrant Analysis Exhibit Our analysis shows that a right -turn taper and a left turn lane are not warranted for this project. If you have any questions you may contact me atjustin@shimp-engineering.com or by phone at 434-953- 6116. Best Regards, Justin Shimp Shimp Engineering, P.C. 912 E. High St. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com Future Build -Out Preliminary Analysis: 12,000 SF Veterinary Office 1. VDOT 2019 Traffic Data Speed Limit 25 MPH ROUTE 240 Crozet Avenue 1.43 mi segment between US 250 Rockfish Gap Turnpike and 02-819; Three Notchd Rd K 0.0965 D 0.5564 AADT 7900 Peak Hour Total 762 Peak Hour Approach (Direction A) 424 Above is the VDOT 2019 traffic data which was used to determine the peak hour trips in each direction. It was assumed that the majority of morning trips would be heading south along Crozet Avenue in the morning to get to Rt. 250, while the majority of evening trips would be heading north back from Rt. 250. Both the left -in and right -in movements for this use were greatest in the morning and so the warrant analyses were based on morning traffic patterns. This assumption was used in conjunction with ITE Trip Generation information to create the estimate of right and left turns into the site. Please see the table below. 2. ITE Trip Generation (IW' Edition) Summary Trip Gen Manual, 30th Ed AM I PM Use Description I ITE JQty in out Total in out Total 0 0 0 0 0 0 Veterinary 1 64012000sf 29 15 44 17 25 42 Total 29 44 17 42 Right Turn 16 7 LeftTurn 13 9 3. Warrant Analysis Exhibit For the right turn warrant analysis, the morning situation was analyzed as it had the highest advancing volume of traffic. With 16 right turns and an approach total of 441 vehicles, a right turn taper is not warranted. 16 441 PKV APPROACH TOTAL. VE,w. PER YOUR F-79 Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph. PHV right turns > 40. and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula- PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note An average of 1 1% for K x D will suffice When night turn facilities are warranted, see Figure 3-1 for design criteria. - FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15 For the left turn warrant analysis, the morning situation was analyzed as it had the highest left turns into the site, when compared with the evening movement and the highest percent left turns when compared to the evening movement. With 13 left turns into the site and an advancing volume of 351 vehicles, a left turn lane is not warranted. Table 3-1 is applicable to a 40 mph minimum design speed; at a speed limit of 25 mph, the thresholds warranted a turn lane in this location may be higher. Warrants for Left Turn Storage Lanes on Two -Lane Highways Advancing volume and opposing volumes (VPH), speed and percent left turns are used to determine whether a left turn storage lane is warranted on two-lane highways The warrants in table below are taken from the 2011 AASHTO Green Book, Chapter 9. Section 9.7 3, Page 9-132. Table 9-23. They were derived from Highway Research Report No 211. Figures 2 through 19. for required storage length delemnnat ons- WARRANTS FOR LEFT TURN LANES ON TWO-LANE HIGHWAYS vPH ADVAN004 VOLL" OPPD503 VOLUM 5% 10% 20% 30% 1arnPaa7 U!rrrveo UWrnauclarn 40WH DESIGN SPEW 9W 330 240 190 150 000 410 305 225 1 200 400 510 no 275 245 200 040 470 350 305 100 720 515 390 340 504ff" DESIGN SPEED' Sao 280 210 165 135 000 350 290 105 170 400 430 320 240 210 200 500 400 1 300 270 1o0 015 440 335 205 004in DESIGN SPEED' $00 230 170 12e 115 000 290 210 100 140 400 305 270 1 200 175 1 200 450 330 250 215 100 506 370 275 240 TABLE 3-1 Source. Adapted from 2011 AASHTO Green Book, Chapter 9. Section 9.7.3, Page 9-132, Table 9-23 aPv9w vONritA10 4F NrvAYhG urr^ r0N4l MN 19tu1 " Example - Two -lane highway with 40-MPH operabrg speed Opposing Volume (VPH) - 600 Advancing Volume (VPH) - 440 Lek-Tum Volume (VPH) - 44 or 10% of Advancing Volume With opposing volume (VPH) of 600 and 10% of advancing volume (VPH) making left turns, and advancing volume (VPH) of 305 or more will warrant a left -turn lane USE DESIGN SPEED IF AVAILABLE. When the Average Running Speed on IF NOT USE LEGAL SPEED LIMIT an existing facility is available, the corresponding Design Speed may be obtained from Appendix A, Section A-1. Rev. 7114 Conclusions: Right and left turn lanes are not warranted for a 12,000 SF veterinary office in this location. This preliminary analysis is provided for informational purposes. Once a site plan is submitted to the County for review, a more specific turn lane analysis will be provided to VDOT.