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Home My WebLink AboutSDP202200062 Correspondence 2022-10-18f TIMMONS GROUP To: John Wilson, PE (VDOT) From: Steve Schmidt, PE, PTOE (Timmons Group) RE: Berkmar Self Storage Turn -Lane Warrant Analysis Date: September 30, 2022 Copy: Riki van Niekerk (Timmons Group) 1001 Boulders Parkway P 804.200.6500 Suite 300 F 804.560.1016 Richmond, VA 23225 www.timmons.com Timmons Group has prepared a turn -lane warrant analysis for the proposed Berkmar Drive Self Storage development. The site is generally located north of the intersection of Woodbrook Drive and Berkmar Drive (Route 1403) in Albemarle County, Virginia. See Figure 1 for the site location (all figures can be found at the end of this report). Phase 1 of the proposed development will consist of 105,000 S.F. of self -storage and a 92-room hotel leaving an approximately 0.9 acre out -parcel undeveloped. For purposes of this analysis, the remaining outparcel was assumed to be developed in Phase 2 as the highest trip generating use allowable under the zoning of the site. The site is zoned Highway Commercial and is subject to proffers limiting the maximum size of a retail building to 25,000 square feet. Therefore, Phase 2 was assumed to be a 25,000 square foot grocery store. Access to the site will be provided via one (1) full movement entrance off of Berkmar Drive. The conceptual site layout is shown on Figure 2. The purpose of the analysis was to determine if a right -turn lane is warranted at the proposed site entrance based on traffic generated by the proposed development. The following steps were taken to determine the potential traffic impacts associated with this project: • Data Collection — 2019 VDOT AADT data was used to determine the through traffic along Berkmar Drive in the vicinity of the proposed site. • Trip Generation —Traffic generated by the proposed development was estimated using the 10`h edition of the Institute of Transportation Engineers' (ITE) Trip Generation Manual. Trip generation was based on the square footage for the independent variable of the self -storage and grocery store development and rooms as the independent variable of the hotel development. • Traffic Distribution and Projections —The distribution of site -generated traffic was based on the existing distribution from available traffic data, the proposed land use, and the site location within the region. • Turn lane Warrant Analysis — Using the projected total future peak hour volumes, and the appropriate right turn lane warrant nomograph from Appendix F of the VDOT Road Design CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIs I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Berkmar Drive Self Storage Turn -Lane Warrant Analysis September 30, 2022 Page 2 of 4 Manual, the turn lane warrant analysis was completed for the Berkmar Drive/Site Entrance intersection. Background Information Berkmar Drive (Route 1403) is a 3-lane, undivided, urban major collector roadway with a posted speed limit of 35 mph. The road has one travel lane in each direction and a center two-way left -turn lane (TWLTL) and according to 2019 VDOT AADT data services 9,400 vehicles per day in the vicinity of the site. A copy of the VDOT County Book data is included in Appendix A. Existing Traffic Volumes Available traffic data from the 2019 VDOT Count Book indicates that 9,400 vehicles per day are present on the 0.7-mile section of Berkmar Drive. The roadway segment has a published K factor of 0.105 and a directional factor of 0.593. It is noted the 2019 count data is the most recent data not impacted by the ongoing pandemic. Based on the aforementioned information, it is assumed that: • During the AM peak, approximately 585 vehicles are headed southbound (toward Woodbrook Drive and the City of Charlottesville) and 402 vehicles are headed northbound (away from Woodbrook Drive and the City of Charlottesville). o AM Peak Hour 5outhbound Trips = 9,400 x 0.0105 x 0.593 = 585 vehicles o AM Peak Hour Northbound Trips = 9,400 x 0.0105 x 0.407 = 402 vehicles • During the PM peak hour, the AM peak hour trend reverses with approximately 402 vehicles headed southbound (toward Woodbrook Drive and the City of Charlottesville) and 585 vehicles headed northbound (away from Woodbrook Drive and the City of Charlottesville). o PM Peak Hour Southbound Trips = 9,400 x 0.0105 x 0.407 = 402 vehicles o PM Peak Hour Northbound Trips = 9,400 x 0.0105 x 0.593 = 585 vehicles The existing traffic volumes are shown on Figure 3. Background 2025 Volumes The 2025 background traffic volumes (without the development of the site) were developed based on the existing traffic volumes and the potential for development in the area. Based on the growth of the surrounding area, a 1% growth rate was chosen. The 1% annual growth rate was applied to the existing traffic counts over the 6-year period from the 2019 counts to 2025 assumed buildout. Berkmar Drive Self Storage Turn -Lane Warrant Analysis September 30, 2022 Page 3 of 4 This results in the following 2025 background traffic volumes as shown on Figure 4: AM Peak: 621 southbound trips and 426 northbound trips PM Peak: 426 southbound trips and 621 northbound trips Projected Total Traffic Site traffic for the proposed Berkmar Drive Self Storage development was estimated based on the conceptual site layout plan shown on Figure 2 and subsequently distributed onto the surrounding roadway network. Trip Generation The site -generated traffic volumes shown in Table 1 were based on trip generation information provided in the 11" edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Manual and the anticipated development of 105,000 square feet of self -storage and the 92-room hotel along with the potential development of a 25,000 square foot grocery store. As shown in Table 1, the maximum the proposed development will generate is 72 AM peak hour trips (69 in and 51 out), 307 PM peak hour trips (154 in and 153 out), and 3,511 average daily trips. Table 1: Site Trip Generation Analysis Butldout WeelkdaO Land Use AM Peak Hour PM Peak Hour Average Land Use Sim Urits Code In old Total In out Total DailyTrips 1. Proposed Development Self Storage 105,000 S.F. 151 5 4 9 8 8 16 152 Hotel 92 Rooms 310 22 17 39 20 20 40 735 Total Proposed Development Trips 27 21 48 28 28 56 887 2. Potential Outparoel Developmentl'l GroceryStomr'I 25,000 S.F. 850 42 30 72 126 125 251 2,624 Total Proposed+ Potential Development Trips 69 51 120 164 163 307 3,511 Note: (1) Based on me Inemae of l ransponabon Engineers l np Ueneration, 11M LOW. Assumes General UroaNSlDuban land use Wtegory. (2) Potential deeelopmert assumed as the highest trip generating use allowed byitght under the mrdng (Highwy Commercial). (3) Assumed grocery store sim is the proffered mabmun sm. Trip Distributions & Site -Generated Trips The trips generated by the proposed development were subsequently distributed onto the surrounding roadway network based on existing count data, the nature of the use, and the adjacent roadway network. Berkmar Drive Self Storage Turn -Lane Warrant Analysis September 30, 2022 Page 4 of 4 The directional distributions were assumed as follows: • 60% of the traffic will travel to/from the south on Berkmar Drive; and • 40% of the traffic will travel to/from the north on Berkmar Drive. As noted above, all traffic was assumed to enter and exit the proposed site via the proposed site entrance on Berkmar Drive. The trip distribution percentages noted above were applied to the new site trips from Table 1 to generate the weekday AM and PM peak hour new site trips shown on Figure 5. It is noted these trips are the maximum trip potential for the site and not reflective of the current proposed development. Proiected Total Traffic Volumes To complete the analysis of the total conditions (with development of the site), the estimated site trips shown on Figure 5 were added to the background traffic volumes shown on Figure 4. The resulting total traffic volumes are shown on Figure 6. Turn Lane Warrant Analvsis Using the projected total traffic volumes shown on Figure 6 and the appropriate right turn lane nomographs from Appendix F of the VDOT Road Design Manual (RDM), the turn lane warrant analysis was completed for the proposed site entrance on Berkmar Drive. The turn lane warrant analysis is shown on Figure 7 and indicates a northbound right turn lane is warranted at the proposed site entrance. Turn Lane Size In accordance with Figure 3-1 from Appendix F of the RDM, on an urban roadway with a speed limit of 35 miles per hour, a right turn lane shall have a 100-foot taper and a 100 feet of full width storage. It is noted that right turns into the site will be unopposed by any traffic and therefore will not experience a queue. As shown on Figure 2, the proposed development will construct a right turn lane meeting the minimum standards noted above. Conclusions The results of the analysis indicate a northbound right turn lane is warranted at the site entrance with a minimum 100-foot taper and 100 feet of full width storage. the proposed development will construct a right turn lane meeting the minimum standards. °od a W = tic t � WOODBROOK CROSSINGS CONDOS WOOD Owl Ilk �b tGrARDENSFBUSINESS CONDOS LEGEND: Existing ... ,,, -, .,,, 3REENFIELDS'; �9 ■. ProposedLI zz zo NVId whin @ 1nOAV I i 301;No15:ms llvw d39 ` { �a A ; a •,.�,.•• dnOZIJ SNOWW11 3r41t 'vv •�00000 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. 1 y CD I Site Layout Berkmar Self Storage Albemarle County, Virginia Figure 2 N O 7 Do W V7 1 Proposed Access T N O 7 N W V7 W\ �L L Cu C L m LEGEND: Existing Road -- -- Proposed Road Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE .•••. �� 2019 Existing Volumes Figure '� Berkmar Self Storage TIMMONS GROUP 3 YOUR V1$1ON ACH1EVFD THPOUGM OURS - Albemarle County, Virginia QD N 7 rq N QD 1 Proposed Access T QD N 7 rq N W\ �L L Cu C L m LEGEND: Existing Road -- -- Proposed Road Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE ,.... �' 2025 Background Volumes Figure '� Berkmar Self Storage TIMMONS YOUR VISION GROUP ACHIEVED THROUGH OURS . Albemarle County, Virginia 4 N W N t-20 (61) �-31 (92) Proposed Access N W\ �L L Cu C L m LEGEND: Existing Road ---- Proposed Road Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Trips (00) PM Peak Hour Trips NOT TO SCALE ..••. �� Site Generated Trips Figure '� Berkmar Self Storage TIMMONS YOUR VISION GROUP ACHIEVED THROUGH OURS Albemarle County, Virginia 5 �.. r-4� 00 N N 1 �-- 20 (61) ------------------- r -31 (92) Proposed Access T� N � W\ �L L Cu C L m LEGEND: Existing Road -- -- Proposed Road Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE ,,..� �' 2025 Total Future Volumes Figure '� • Berkmar Self Storage TIMMONS YOUR VISION GROUP ACHIEVED THROUGH OURS_ Albemarle County, Virginia 6 120 100 so 92 60 41 40 `ze GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F ivu zvu suu 4vu aw ouu 467 PHV APPROACH TOTAL, VEHICLES PER HOUR NO 713 NO RIGHT TURN LANE OR TAPER REQUIRED LEGEND AM Peak Hour Adiustment for Right Turns: - - - - PM Peak Hour For posted speeds <_ 45 mph, PHV right turns > 40, and PHV total <300. 30* Adjusted Right Turns Adjusted right turns = PHV right turns - 20. ,.... Right -Turn Lane Guideline Figure 2025 Total Future Volumes TIMMONS GROUP Northbound Right at Site Entrance 7 Appendix A VDOT Traffic Counts CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Virqinia Department of Transportation Traffic Engineering Division 2019 Annual Average Dailv Traffic Volume Estimates By Section of Route Albemarle Maintenance Area ---------------Truck--------------- K Dir Route Length AADT QA 4Tire Bus QC OK AAWDT QW Year 2Axle 3+Axle 1Trail 2Trail Factor Factor t4g3 Berkmar Dr 0.42 14000 G 99 % 0 % 1 % 0 % 0 % 0 % C 0.097 F 0.540 15000 G 2019 02-1417 Woodbrook Dr 1403 Berkmar Dr 0.70 9400 G 98 % 0 % 1 % 0 % 0 % 0 % C 0.105 F 0.593 10000 G 2019 02-1438 Hilton Heights Rd Dead End 1404 Westminster Rd 0.03 60 R NA NA 04/03/2018 " 02-1468 We dhmn t Rd t4oa Westminster Rd 0.19 180� R NA NA 06/13/2018 02-1467 Vi. Ct t4oa Westminster Rd 0.05 260� R NA NA 06/13/2018 Smithfield Rd 802-1413 Westminster Rd 0.10 360� R NA NA 06/13/2018 Rd 0.12 --"F-Westminster 180� R NA NA 06/13/2018 02-654 Garth Barmeks Rd 02-1413 Smithfield Rd t4os Chaucer Rd 0.12 230 R NA NA 06/13/2018 02-1407 South Betmin on Rd t4os Chaucer Rd 0.10 310 R NA NA 06/13/2018 02-654 Garth Barmeks Rd Culde-Sac 14W Surrey Rd 0.07 80 R NA NA 03/15/2018 " 02-i40i cen[dn ton nd S 14W Surrey Rd 0.08 110 R NA NA 06/13/2018 " 02-w4 Garth Bartacks Rd t4os West Park Dr 0.36 270 R NA NA 04/03/2018 02-1408 Summit Rd 02-1404 Westnu uster Rd t4o7 South Bennington Rd 0.07 230 R NA NA 11/26/2018 02-1405 Chaucer Rd t4o7 South Bennington Rd 0.06 130 R NA NA 06/13/2018 " 02-1406 S.y Rd t4o7 South Bennington Rd 0.06 110 R NA NA 06/13/2018 02-1471 Lancaster Court t4o7 South Bennington Rd 0.10 140 R NA NA 06/13/2018 02-654 Garth Bart "Rd t4o7 North Bennington Rd 0.13 650 R NA NA 04/03/2018 � 02-1409 Woodstock Rd 1407 North Bennington Rd 0.09 520 R NA NA 04/03/2018 VL-14111 G111R01d Lane 1407 North Bennington Rd 0.16 500 R NA NA 04/03/2018 02-1408 Summit Rd 1407 North Bennington Rd 0.09 580 R NA NA 04/03/2018 02-1411 )n ewood Dr t407 North Bennington Rd 0.07 300 R NA NA 08/27/2018 " 02-1412 Be bn Court t4o7 North Bennington Rd 0.24 300 R NA NA 06/06/2018 Culde-Sac 02-1406 West Park Dr t4os Summit Rd 0.06 190 R NA NA 08/27/2018 02-1407 North Bennington Rd 4/16/2020 73