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HomeMy WebLinkAboutZMA201900010 Study 2019-06-24T MANAGEMENT SHIMP PROLEIVIL LAND PLANNING NN NG ENGINEERINGa C June 17.2019 Mr. Adam Moore, P.E. Virginia Department of Transportation 701 VDOT Way Charlottesville, VA 22911 Regarding: Proffit Road Townhomes Right & Left Turn Warrant Analysis Mr. Moore, Please find enclosed a left and right -turn warrant analysis for Proffit Rd Townhomes off of Proffit Rd (Rte. 649) between Seminole Trail (US 29) and Pritchett Ln (Rte 785). The following items are included with this report: • ITE Trip Generation Summary • Warrant Analysis Exhibit • OTISS Trip Generation Reports Our analysis shows that neither right nor left turn lanes are warranted for this project. 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. Proffit Rd townhomes is proposed to be a 75 unit development on Proffit Road with an entrance located 1000 feet east from the Proffit Rd/US 29 intersection and 400 feet east of the Proffit Rd/Leake Square intersection. According to VDOT's 2016 Traffic Data, this segment of road has an AADT of 7,600 with a K and D factor of 0.1135 and 0.5133, respectively. This data was used to determine the peak hour volumes along Proffit Road. The predominant direction of traffic was assumed to be west into Rte 29 in the morning and east from Rte 29 in the evening. Below is the ITE trip generation summary table that was used to determine the PHV right and left turns. Using the direction factor, the number of cars entering was split between left and right turns. The traffic generated from the site was also added into the peak hour volume of Rio Road East. Table 1. ITE trip generation summary table AM PM Use Description ITE city in I out Total in out Total Multifamily Housing (Low -Rise) 220 75 13 32 45 32 22 54 Total 13 32 43 32 22 54 The information in Table 1 was retrieved from OTISS trip generation services. Figures 3 and 4 at the end of this document display original data from their website. Figures 1 & 2. Warrant for left turn treatment (2-lane highway) WARRANTS FOR LEFT TURN LANES ON TWO-LANE HIGHWAYS VPH ADVANCING VOLUME OPPOSING VOLUME 5% ID% 20X 30% t TVR' UMTUKt tfIT1tRDG tEfT TUPN. 4DWH DESIGN SPEED, 800 330 240 180 160 eon 410 305 380 4]0 225 275 350 200 245 305 i00 5f0 100 72D 515 1 390 340 M0. DESIGN SPEED' Soo 280 210 165 135 600 35D 280 105 170 400 430 320 1 240 1 210 1 200 550 400 300 270 100 615 445 335 265 60­MPH DESIGN SPEEO' 800 230 f]0 125 115 eDo 2eD 210 1eo 140 400 385 2]0 200 175 200 450 330 250 215 100 505 3]0 275 240 TABLE 3-1 Source: Adapted from 2011 AASHTO Green Book, Chapter9, Section 9.7.3, Page 9-132, Table 9-23 USE DESIGN SPEED IF AVAILABLE, IF NOT USE LEGAL SPEED LIMIT. aProsw F Wl MvaUiE -► 1 MIMTO voum l oD 10 6ry Example: Two-lane highway with 40-MPH operating speed Opposing Volume (VPH) - 600 Advancing Volume (VPH) - 440 Left-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-tum lane When the Average Running Speed on an existing facility is available, the corresponding Design Speed may be obtained from Appendix A, Section A-1. WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY :II 2 700 a W Soo Z> 500 O z 400 Z 0 300 a a O zoo O > 100 moRoute 149 WO o■ .��lPeak � 7 �19 volume Hour MEN SUN volume 200 400 600 Boo 1000 VA ADVANCING VOLUME (VPH) Proffit Rd has a speed limit of 35 mph at the entrance to the townhomes. The peak left turns into the site occur in the evening, with 16 left turns out of a total of 453 advancing vehicles (the additional turns generated by the site are included in the approach total). These turns make up less than 5% of the advancing volume. With an opposing volume of 430 vehicles, a left turn lane is not warranted according to Figures 1 & 2 above. Figure 3. Warrant for right turn treatment (2-lane highway) b 16 12 MA. PHV APPROACH TOTAL, VEHICLES PER HOUR 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 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) Figures 2 above shows that no right turn lane or taper is warranted for Proffit Rd TH North. The evening is the peak hour volume approach total, with 446 vehicles approaching. Of those, approximately 16 vehicles are estimated to turn right into the site. Figure 3.OTISS trip generator A.M. peak hour ,j l Graph Look Up souRGE: mp ceneaun&OOUW. lath Ed E- E< CX.' upV UYCOVL [0 UXa UY GTl.ORY. (200.2991 Re"llual O O VfE: 210MuaaatWtyHbuam90.a Rise) daefRan VgpppE 11V1: 6aeWn9 LYNs - O roof XmR W Vekdl.. M Peak H. WCwdldtawt IiW6M1ClpiplX Genme thm Ehhutbyl - J] ,1 VeMck uTEF NyRLM TO GELuuTE INP s 160 CakulRe of sw,. Figure 4. OTISS trip generator P.M. peak hour %- NutMer Of U¢elleg Un" Rrse Toam R.. — FiGed curve -- Av UeRYe % % YXaleWs naamarnaXsm9 (Low Rlsexzzm cI,,, moat mdroerm OhOOL : j wrednvunlla i k WM1# Weatbal ' fY Peal[Hax NGeneMw i 5¢01nWLOtitiV[ CenwY llNan9ubuMan Tt4T1aR VPhltle dX�Mlr W I... l6 Pp.Nwn.atOwedn911nPa i61 RaViNeRVle _ Gs6 RalgeNRade: Oat 097 SdaGre Yerdboe O15 SW ipMCude F@dtiv. Lnp)=090 tn(A1029 Odt � 28%."'0 9 14 adt 20%eMBnn9. T2%W6iq C.Ohal Ttp En6r Awra" Rek: 45(TWII 13 (Eniyj, 32(EnU RXen--M 69.1V11 13(EsT") 33(6p ITETApGen Web -based App AHWR ©.war Sh'In OSOW ,j Graph Look Up . souRLf. n TRR GeK19Oh Mantle, tfkh Ed Ej 400 FAecx Oy uyUVY caO[: �220 YSe GTEGOet �.. ___ _. 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