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Home My WebLink AboutZMA201900015 Study 2019-12-04SHIMP ENGINEERING, P.C. Design Focused Engineering November 18, 2019 Mr. Adam Moore, P.E. Virginia Department of Transportation 701 VDOT Way Charlottesville, VA 22911 RE: ZMA2019-XXXX Our Neighborhood CDC TMP 78-58K Mr. Moore, Please find enclosed a right and left turn lane warrant analysis for the proposed Our Neighborhood Child Development Center on the eastern side of Route 20 (Stony Point Road). The enclosed analysis is based off the maximum proposed student enrollment on the site, 124 students. At initial opening, it is anticipated enrollment numbers will be between 50 and 75 students. We have included an analysis for an enrollment of 70 students, as the applicant would like to explore a phased approach to full build -out and maximum enrollment, and would like to utilize the site in its existing form for an initial enrollment and eventually make more intensive site improvements to accommodate the maximum enrollment. The following items are included with this report: VDOT 2018 Traffic Data ITE Trip Generation (loth Edition) Summary Warrant Analysis Exhibit Our analysis shows that a right -turn taper and a left turn lane are warranted for this project. A left turn lane already exists in front of the property. If you have any questions you may contact me at justin@shimp-engineering.com or by phone at 434-953- 6116. Best Regards, Justin Shimp Shimp Engineering, P.C. 912 E. High Sr- Charlortesville, VA 22902 1 434.227.5140 1 shimp-engrr-.eenry.com Maximum Enrollment: 124 Students 1. VDOT 2018 Traffic Data Speed Limit 45 MPH VA 20 STONY POINT RD 3.12 mi segment from US 250 Richmond Rd to Urban Boundary K 0.107500002 D 0.607500017 AADT 10000 Peak Hour Total 1075 Peak Hour Direction A 653 Above is the VDOT 2018 traffic data which was used to determine the peak hour trips in each direction. It was assumed that the majority of evening trips would be heading north along Stony Point Road, while the majority of morning trips would be heading south. However, please note that 70% of the traffic for the child development center is assumed to be traveling north along Stony Point Road in both the morning and evening to turn into the site, as they will be traveling from Route 250. 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 (loth Edition) Summary ITE Code Unit (number of students) Population Basis Daily Traffic AM Peak Hour PM Peak Hour In Out Total In Out Total 565 124 projected enrollment 507 52 46 98 47 53 too Right Turn 36.4 Right Turn 32.9 Left Turn 15.6 Left Turn 14.1 3. Warrant Analysis Exhibit For the right turn warrant analysis, the evening situation was analyzed as it had the highest advancing volume of traffic. With 33 right turns and an approach total of 686 vehicles, a right turn taper is warranted. 120 20 100 20D $QQ 400 600 M 704 PHV APPROACH TOTAL, VEHICLES PEA HOUR 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 of under 45 mph. PHV right turns > 40, and PHV total < 300. Adjusted right tums = 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 Noce: An average of 11% for K x D will suffice When right turn facilities are warranted, see Figure 3-1 for design criteria FIGURE 3- 6 WARRANTS FOR RIGHT TLIRN TREATMENT ( -LANE H IG HWAY) For the left turn warrant analysis, the morning situation was analyzed as it had the highest left turns into the site and the highest advancing volume of cars. With 16 left turns into the site and an advancing volume of 669 vehicles, a left turn lane is warranted. A left turn lane currently exists in this location. WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY son E 7QU CL 2 600 W =) 500 J 0 > 400 3uu 0 CL CL 200 0 a > 100 ■i■ii■ii■ii�wi■■■■■■■r■■i■i■r■ -dlntarser_tmrs ■ w■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■■■■■■■■■■■■ll■■■■■■■■�■■■■■■■ ■ it No Left -Turn Lane Initial Enrollment: 70 Students S=20D* 200 40 600 Boo loco VAADVANCING VOLUME (VPH) 1. VDOT Data same as above 2. ITE Trip Generation (IOth Edition) Summary ITE Code Unit (number of students( Population Basis Daily Traffic AM Peak Hour PM Peak Hour In Out Total In Out Total 565 70 Initial Enrollment 29 55 27 30 S7 Right Turn 20 ]Left Right Turn19 Left Turn 4 Turn B 3. Warrant Analysis Exhibit For the right turn warrant analysis, the evening situation was analyzed as it had the highest advancing volume of traffic. With 19 right turns and an approach total of 672 vehicles, a right turn taper is not warranted. 120 100 Q Z5 0 x Q w M so w 9 x w � 610 a 40 IE 24 ' FULL-WIMH YUR4 LANE AND TAPER HLOUIRLD TAPER REQUiREO NO TLRN IANES PHY APPROACH TOTAL, VEHICLES PER HOUR F-8 G Appropriate Radius required at all Intersections and Entrances (Commercial or Private) - LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment far 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 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev_ 1115 Conclusions: An initial enrollment of up to 70 students would not warrant right turn lane improvements at this location. Enrollment numbers in excess of 70 students would warrant turn lane improvements and therefore the maximum enrollment of 124 students would require turn lane improvements.