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SP202100012 Correspondence 2021-09-08 (3)
LD-448 (7-13-21) Page 1 of 4 VIRGINIA DEPARTMENT OF TRANSPORTATION LOCATION AND DESIGN/STRUCTURE & BRIDGE DESIGN WAIVER REQUEST (See IIM-LD-227 for the definition of Design Waiver) Design Waiver Number: To: Mike Jacobs, PE District Location and Design Engineer From Project Designer (L&D, S&B or Consultant): Thomas Ruff, PE, PTOE UPC N/A State Project N/A Number Federal Project Number N/A District CULPEPER City/County ALBEMARLE Locality Proj. N/A Number The Education Transformation Centre is interested in using the existing church space to operate an alternative schooling program. The existing Cornerstone Church complex entrance is located at 2001 Earlysville Road, between Woodlands Project Description Road and Solace Lane; this is the only point of ingress and egress for the site. A Special Use Permit (SUP) is being pursued with Albemarle County to allow the existing church complex to be used for educational activity during the week. No improvements to the site or existing entrance are planned. Start Location (From) 500' South of Existing Entrance to 2001 Earlysville Road (Route 743) End Location (To) 700' North of Existing Entrance to 2001 Earlysville Road (Route 743) Funding Source Private Design Minimum Radius ❑ Lane Shift/Tapers ❑ Total Shoulder Width 7F-1 Buffer Strip Width ❑ Ditch Width ❑ Shared Use Path Width (See RDM, App. A(1)) Paved Shoulder Width ❑ Superelevation ❑ Guardrail GR-9/GR-2 ❑ Sidewalk Width (See El Curb and Gutter ® Intersection Sight Distance IIM-LD-55) NHS & Interstate System Access Control —100' ❑ Urban Areas and 300' Rural Areas ® Other Left Turn Lane (See RDM, App. F) ... and Traffic Information GS 7 URBAN Functional Classification Minimum VDOT GS St d GS-7 COLLECTOR STREET LD-448 (7-13-21) Page 2 of 4 Min. VDOT Standard LTL = 100' T x 100' S ISD = 500' VDOT Reference Locatio VDOT RDM Appendix F Pages F-65 & F-50 Design Speed 45 MPH Posted Speed 45 MPH No Left Turn Lane will be No Left Turn Lane provided Existing Dimensions Requested Dimensions SDL=500'+ SDL = SDR = 425' 42'+ SDR = 425' LD-448 (7-13-21) Page 3 of 4 Design Waiver request must address the following: • Established design criteria versus proposed and existing criteria (including traffic data, design speed and posted speed) • Reason the appropriate design criteria cannot be met • Justification for the proposed criteria • Any background information which documents, supports or justifies the request • Any mitigation that will be provided to further support or justify the request • Cost to meet standard versus project cost Attach all supporting documentation to this exhibit including crash history (past three years). fo L,� UO THOMAS BO RUFF'' Lie. No. 055085 ,V;poi %/7/ Timmons Group Richmond, VA Traffic Engineer Thomas Ruff, PE, PTOE Prepared By: Timmons Group Date: Consultant (P.E.'s Name and Company Name) 9/7/2021 Note: The responsible person that prepares the request shall also electronically seal and digitally sign in the block above. All signatures below shall be digital signatures. LD-448 (7-13-21) Page 4 of 4 Digitally signed by Jacobs Mike xfg24184 JBCObS Mike Xf 241$4 Location: Culpeper, Virginia Reason: I am approving this document VDOT Approved By: Date: 2021.09.07 14:19:09-04-00' District Location and Design Engineer CC: Appropriate Assistant State Location and Design Engineer Project Manager State Geometric Design Engineer State Structure and Bridge Engineer Assistant State Traffic Engineer — Traffic Control Devices TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. To: Mike Jacobs, PE (VDOT) From: Thomas Ruff, PE, PTOE RE: 2001 Earlysville Road SUP Design Waiver Support Memo Date: September 7, 2021 1001 Boulders Parkway Suite 300 Richmond, VA 23225 Copy: Scott Dunn, AICP, PTP (TG); Adam Moore, PE (VDOT) P 804.200.6500 F 804.560.1016 www.timmons.com 'F' $ „ o 0 FG� s r� c THOMAS BUFF a Lic. No. 055085 7171201, Timmons Group has prepared a VDOT Design Waiver (LD-448) in support of not installing an auxiliary southbound left turn lane on Earlysville Road (Route 743) at the entrance of the existing Cornerstone Church complex located at 2001 Earlysville Road in Albemarle County, Virginia. The existing Cornerstone Church complex entrance is located on Earlysville Road between Woodlands Road and Solace Lane; this is the only point of ingress and egress for the site. The Education Transformation Centre is proposing to use the existing church space to operate an alternative schooling program. A Special Use Permit (SUP) is being pursued with Albemarle County to allow the existing church complex to be used for educational activity during the week. Pursuant to VDOT comments, a turn lane warrant analysis (TLWA) was completed and submitted to VDOT on April 13, 2021. The TLWA indicated a southbound left turn lane was warranted based on Figure 3-10 from Appendix F of VDOT's Road Design Manual. The TLWA also indicated a left turn lane was not needed from a safety, capacity, or queuing standpoint. The TLWA is included as Attachment A for reference. As discussed above, the Applicant is requesting a design waiver to eliminate the construction of a southbound left turn lane at the site entrance on Earlysville Road (Route 743). In addition, the Applicant is requesting a design waiver to continue the use of the existing site entrance that does not currently meet sight distance right requirements. This design waiver request memo addresses the following criteria: • Established design criteria versus proposed and existing criteria (including traffic data, design speed and posted speed); • Reason(s) the appropriate design criteria cannot be met; • Justification for the proposed criteria; • Any background information which documents, supports or justifies the request; • Any mitigation that will be provided to further support or justify the request; • Cost to meet standard versus project cost; and • Crash History over the past 3 years. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIs I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES 2001 Earlysville Road — Design Waiver •••S••�� September 7, 2021 Page 2of5 TIMMONS GROUP YOUR VISION ACHIEVED THEOUDH OURS. Established Design Criteria vs. Proposed Criteria Earlysville Road (Route 743) is a VDOT-maintained, two-lane, undivided, urban major collector roadway with a posted speed limit of 45 mph. According to the 2019 VDOT Daily Traffic Volume Estimates Report (most recent available), Earlysville Road carries approximately 9,900 vehicles per day in the vicinity of the site. Additional information about existing and projected traffic volumes are included in the TLWA in Attachment A. In accordance with Figure 3-1 of the VDOT Road Design Manual, Appendix F, a roadway with the characteristics of Earlysville Road requires a left turn lane with a 100-foot taper and a minimum 100 feet of storage with any additional storage determined by capacity analysis. As shown in the TLWA, capacity analysis indicated a 951h percentile queue of zero feet. Therefore, the established design criteria for the eastbound left turn lane is a 100-foot taper and 100-foot storage. In addition, according to Figure 3-22 of the VDOT Road Design Manual, Appendix F, the approach taper and departure taper requirement is 500 feet. In accordance with Table 2-5 of the VDOT Road Design Manual, Appendix F, a 2-lane roadway with the characteristics of Earlysville Road requires intersection sight distance right and left of 500 feet. The existing intersection sight distance left is more than 500 feet and meets the requirements. The existing intersection sight distance right is approximately 425 feet due to the presence of the horizontal curvature of Earlysville Road. Per Table 2-6 of the VDOT Road Design Manual, Appendix F, a roadway with a design speed of 45 MPH requires a stopping sight distance of 360 feet. Both the northbound and southbound approaches of Earlysville Road meet the requirements for stopping sight distance at the existing site entrance. The proposed design criteria are to (1) eliminate construction of the southbound left -turn lane, (2) preserve the existing intersection sight distance and stopping sight distance, and (3) maintain existing operations at the existing site entrance. 2001 Earlysville Road — Design Waiver •••S••�� September 7, 2021 Page 3of5 TIMMONS GROUP YOUR VISION ACHIEVED THROUDY! OURS. Reason the Appropriate Design Criteria Cannot be Met As shown on the attached layout plan, Attachment B, a southbound left turn lane with the established design criteria cannot be constructed for the following reasons: 1. Immediately west of the site, there is a VDOT bridge structure that carries Earlysville Road over the Rivanna Reservoir. The location of the bridge span limits the geometry available for a southbound left turn lane into the site. The proposed geometry would require structural elements to widen the bridge deck and a retaining wall to support roadway widening leading to the bridge. As shown on the attached layout plan, the approach taper requires realignment and reconstruction of the bridge. Further, the roadway and/or bridge widening requires obtaining right-of-way from adjacent property owners. 2. Earlysville Road is a prescriptive right-of-way corridor throughout the project area. Therefore, the installation of the southbound left turn lane taper and storage improvements would require the acquisition of prescriptive right-of-way from six (6) parcels and the purchase of partial property takes from three (3) property owners. The location of the existing site entrance and the requested turn lane does not allow any shifting of the roadway without impacting adjacent property owners with additional right-of-way acquisition. The right-of-way impacts are based on current Albemarle County property alignments and information. It is possible that proposed cut lines may require additional property takes and/or easements beyond those currently assumed. Justification for the Proposed Design Criteria As shown in the TLWA, the southbound left turn lane is not required from a capacity or queueing standpoint. The southbound shared left -through approach will operate at a level of service A with a 951h percentile queue of zero feet. The maximum number of left turns is anticipated to be four (4) in the AM peak hour and three (3) in the PM peak hour; this equates to one (1) left turn every 15 minutes during the peak hours. Further, the proposed design criteria (no southbound left turn lane) will not impact the existing bridge structure over the Rivanna Reservoir or require the acquisition of prescriptive right-of-way from six (6) property owners and partial property takes from three (3) property owners. The existing site entrance currently functions with no operational issues during the weekday AM or PM peaks, as shown in the TLWA, and there is no documented crash history in the vicinity of the site entrance that suggests that a dedicated left turn lane is needed. It should also be noted that auxiliary turn lanes are not provided for nearby commercial properties or other site entrances which generate similar traffic volumes nor for residential street intersections which generate similar volumes. 2001 Earlysville Road — Design Waiver September 7, 2021 Page 4 of 5 TIMMONS GROUP YOUR V1510N ACHIEVED THEODOR OURS. Background Information which Documents, Supports, or Justifies the Request The TLWA is included in Attachment A and offers documentation and support for the design waiver request. The schematic layout of the southbound left turn lane at the site entrance is included in Attachment B and the cost estimate is included in Attachment C. Mitigation Provided to Further Support or Justify the Request The proposed SUP requests access for an alternative education program that can accommodate up to 30 students and 10 staff members. The alternative education program will operate in conjunction with surrounding school systems and support children in need. Although 30 students were used in the trip generation, it is not anticipated that the maximum student population will be reached. The client also expects to utilize shared transportation (i.e., buses and shuttles) for students, which would further reduce the trip generation estimates for the site. It is likely that the site will generate fewer than the four (4) southbound left turns that are currently projected. There is a possibility that no students or staff will need to access the site from the north, which will eliminate southbound left entering traffic and the need for the requested auxiliary turn lane. Although the intersection sight distance is not met, the stopping sight distance for vehicles on Earlysville Road is met. Per Table 2-6 of the VDOT Road Design Manual, Appendix F, a roadway with a design speed of 45 MPH requires a stopping sight distance of 360 feet. Both the northbound and southbound approaches of Earlysville Road meet the requirements for stopping sight distance at the existing site entrance. Since the stopping sight distance requirement is exceeded, vehicles approaching from the north will be able to successfully slow or stop approaching the intersection when a vehicle enters from the existing site entrance. The existing site entrance currently functions with no operational issues during the weekday AM or PM peaks, as shown in the TLWA, and there is no documented crash history in the vicinity of the site entrance that suggests that a dedicated left turn lane is needed. Cost to Meet Standard vs. Proiect Cost As discussed above, construction of a southbound left turn lane will impact the bridge structure to the west and adjacent parcels/property owners. The bridge structure would need to be realigned/reconstructed, or a roadway widening with another structural element installed, in order to accommodate the approach taper. In addition, a minimum of six (6) properties will need to be negotiated with to purchase prescriptive or fee right-of-way. The estimated construction cost of the southbound left -turn lane is $1,187,000. The estimated right-of-way costs are approximately $430,000. Including engineering design and VDOT review of the plans, the total estimated cost to install a southbound left turn lane will be approximately $1,817,000 to meet standards. The preliminary cost estimate is included in Attachment C. The proposed SUP has no revisions to access, parking, or the existing building. The estimated construction cost of the proposed development is $0. Therefore, the cost to meet the design standard is 100% of the total project cost. 2001 Earlysville Road — Design Waiver •••S••�� September 7, 2021 Page 5of5 TIMMONS GROUP YOUR VISION ACHIEVED THROUDY! OURS. Crash History Over the Past Five (5) Years A review of the publicly available VDOT crash data indicates that in the past five (5) years (2016- 2020) there have been three (3) crashes in the vicinity of the existing site entrance along Earlysville Road (500 feet in either direction of the entrance). The crash severity was classified as two (2) property damage only crashes and one (1) crash that resulted in visible injury. The type crashes were classified as one (1) fixed object in the road crash with a vehicle striking a portion of the bridge structure, one (1) fixed object off road crash that was the result of the driver avoiding an animal, and one (1) deer related crash. Overall, during the five-year review period, associated with the existing site entrance anc suggest a dedicated left turn lane is necessary. Summary of Design Waiver there have been a limited number of crashes no obvious pattern of crash history that would As indicated in the TLWA, a southbound left turn lane is not needed from a capacity or queuing standpoint. As discussed above, there is justification for not constructing the left turn lane from an operational standpoint, the cost to construct a standard left -turn lane is 100% of the overall cost of the project, and the crash analysis does not indicate an existing crash pattern. The existing site entrance currently functions with no operational issues during the weekday AM or PM peaks, as shown in the TLWA, and there is no documented crash history in the vicinity of the site entrance that would suggest a dedicated left turn lane is necessary. ATTACHMENT A 4/13/2021 Turn Lane Warrant Analysis 1001 Boulders Parkway TIMMONS GROUP Suite300 YOUR VISION ACHIEVED THROUGH OURS. Richmond, VA 23225 To: Dr. Dolores Carr (The Education Transformation Centre) From: Thomas Ruff, PE, PTOE (Timmons Group) RE: 2001 Earlysville Road, Turn -Lane Warrant Analysis Date: April 13, 2021 Copy: Scott Dunn, AICP, PTP (TG); Danielle Soriano Brown, PE (TG) P 804.200.6500 F 804.560.1016 www.timmons.com O��ALTH! UUIHOMASBOWNERUFF Lic. No. 055085 1 /34tva i k10 Timmons Group performed a turn -lane warrant, queuing, and crash analysis investigating the need for an auxiliary southbound left -turn lane on Earlysville Road at the entrance of the existing Cornerstone Church complex located at 2001 Earlysville Road in Albemarle County, Virginia. Background The existing Cornerstone Church complex entrance is located on Earlysville Road between Woodlands Road and Solace Lane; this is the only point of ingress and egress for the site The Education Transformation Centre is interested in using the existing church space to operate an alternative schooling program. A Special Use Permit (SUP) is being pursued with Albemarle County to allow the existing church complex to be used for educational activity during the week. In support of the SUP, and at the request of VDOT, a left turn lane warrant is being completed. This analysis explores the need for an auxiliary southbound left -turn lane in association with additional site - generated traffic. Existing Conditions Earlysville Road is a north -south, two-lane, undivided roadway that is classified as an urban major collector with a posted speed limit of 45 mph. The 2019 VDOT Daily Traffic Volume Estimates Report indicates that Earlysville Road has an Annual Average Daily Traffic (AADT) of 9,900 vehicles per day (vpd). Earlysville Road provides access to mainly residential areas north of Hydraulic Road. The existing church entrance consists of one lane on all approaches, with the exception of the northbound approach, which has an auxiliary right -turn lane. Refer to Figure 1 for the existing intersection geometry at the study intersection. For reference, all figures are located at the end of this memorandum. VDOT provided 24-hour directional volumes from 2018 for the section of Earlysville Road between Milford Road and Bradford Lane; this is the latest pre-COVID data available. Based on historical data and the limited amount of growth in the surrounding area, it was agreed that the 2018 data is representative of current conditions and could be used in the current analysis. A copy of the count data is included in Appendix A. Page 1 of 6 2001 Earlysville Road, Turn -Lane Warrant Analysis • i �% Albemarle County, VA April 13,2021 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Peak Hour Selection School activities for The Education Transformation Centre are proposed on weekdays between 8:00 AM and 3:30 PM. The peak hours selected for this analysis, 7:15 — 8:15 AM and 3:00 — 4:00 PM, were chosen to align with student drop-off in the morning and student pick-up in the evening. The existing peak hour volumes are shown on Figure 2. Please note that since church activities are not conducted on the weekdays during school activities, the existing peak hour volumes do not include vehicles entering or exiting the church complex. In addition, any occasional/minimal volume from the residential entrance opposite the church will not impact the turn -lane warrant analysis. Site Generated Trips and Trip Distribution According to information provided by The Education Transformation Centre, school activities conducted at the church complex will add approximately 40 new peak hour trips to the project area. Of those trips, 30 are associated with student pick-up or drop-off, while the remaining 10 trips are associated with faculty and staff. To be conservative, it was assumed all 40 trips will arrive in the AM peak period and depart in the PM peak period. Based on the location of the expected student/teacher population and the proximity of the site north of the City of Charlottesville, it is assumed that 90% of the new trips will enter/exit the church entrance from the south on Earlysville Road, and the remaining 10% of trips will access the entrance from the north on Earlysville Road. The projected trip distributions and site -generated traffic are shown on Figure 3 and Figure 4, respectively. Projected Opening Day Traffic The existing traffic volumes from Figure 2 were combined with the generated trip estimates from Figure 4 to calculate the opening day volumes shown on Figure 5. Turn -Lane Warrant Analysis Using the opening day peak hour volumes shown on Figure 5, a left -turn lane warrant analysis was completed for the southbound approach of Earlysville Road to the church entrance. Turn -lane nomograph Figure 3-10 from Appendix F of the VDOT Road Design Manual was utilized for the analysis. Please note that this nomograph, based on a 5% left turn volume, is the closest applicable nomograph available. Based on the projected traffic volumes, only 0.26% of the total approaching traffic in the AM peak period and 0.61 % of the total approaching traffic in the PM peak are turning left. Per the Figure 3-10 nomograph, the southbound left -turn volume at the church entrance meets the warrants under AM and PM opening day peak hour volumes as shown on Figure 6. However, the likelihood of a warranted left -turn lane would be lower if a lower threshold were available for analyses. It should be noted that the turn -lane is warranted by the existing mainline Earlysville Road approaching and opposing traffic volumes, not the southbound left turning volumes. If constructed, the posted speed limit (45 MPH) and functional classification of Earlysville Road (urban major collector) would entail a 1 00'minimum taper and 1 00'minimum storage for the southbound left - turn lane per the VDOT Road Design Manual. Page 2 of 6 2001 Earlysville Road, Turn -Lane Warrant Analysis Albemarle County, VA April 13,2021 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS Operational and Queueing Analysis An operational and queuing analysis was performed using SYNCHRO Version 10 and HCM 6th Edition methodologies. The analysis assumed level terrain, exclusion of bus or parking impacts, exclusion of pedestrians, heavy vehicle percentages based on collected traffic data, and use of a minimum of 0.92 peak hour factor for the opening day analysis. The corresponding SYNCHRO worksheets are included in Appendix B. Table 3 summarizes the 2021 opening day intersection LOS, delay, and 95th percentile queue lengths based on the traffic volumes shown on Figure 5 and the existing geometry shown on Figure 1. Table 1: Intersection Level of Service, Delay, and Queue Summary 2021 Opening Day Conditions Intersection and Movement and Effective Turn AM PEAK HOUR PM PEAK HOUR ;HCS 95th :HCS 95th Type of Control Approach Lane Delay ' ` LOS I Percentile Delay ' LOS I Percentile Storage 9 (sec/veh) I Queue (ser,/veh) I Queue (ft) ; Length (ft) Length (ft) 1. Earlysville Road (N-S) at Ell L - T - R 0.0 A 0 0.0 A 0 Church Entrance / "_............ _____..............._ EBApproaah _...............""' ........."""......."""".......,.................. 0.0 i A ..................... -- 0.0 .... _........... ! A ...... __................... _. ! -- Private Home Entrance (E-W) ""...........""'............." WB L - T - R ""..."""" .....""""-.....--------...- $387.6 3 F ------.........______ 93 ...........____............;..---..........€....""..............."' 51.1 F 38 Unsignalized .......................................... INBApproarh "...........""" .........""'.............:_.............:.....-_................."'..............................................................................._- .¢i87.6 F -- 51.1 F -- ............................................... NB Left - Thru .................. ...... ........... ................:.................:... 0.0 A ........................ ..... ............................. :.____0 ...:.................:.............................. 0.0 € A ... € 0 :...... "".................................. NB Right ............. ....... 160 ......... .................... ___.......... 0.0 I A ............... ___... i 0 .................................................. 0.0 i A __................ _-- i 0 ___............. ___............... _ NBApproaah _............. _____ .......... ____......... _:___............. 0.0 A ___............... ____ -- ..................................... 0.0 ................ A _____............ ____ — ............................................ SBL -T -R ................""_ .........""-__.....-"'........._................. 8.8 A ................ ........................... 0 9.2 .......A..... 0....." l..____................ P......................................................................""-........._;............................_.................................._:.......A..... SB roach "...................................... .................................................... 0.0 A .............:........._...______............____..............____........i.._______........._ -- 0.0 — OVERALL 5.4 A i 1.5 A -- $ Delay exceeds 300 seconds As shown in Table 3, the study intersection will operate at an overall LOS A during each peak hour. The site -generated trips making a southbound left -turn will not impact the mainline movement on Earlysville Road according to the reported HCS 951h percentile queue length. Based on the minimal delay reported in both the AM and PM peak periods, one can conclude that sufficient gaps exist in the northbound through traffic to allow southbound left turning vehicles to complete a left -turn movement safely and efficiently. It is anticipated that traffic exiting the site will encounter delays during both the AM and PM peaks, however, this will occur on -site, for which there is sufficient space to accommodate exiting vehicles. Page 3 of 6 2001 Earlysville Road, Tum-Lane Warrant Analysis Albemarle County, VA April 13, 2021 Crash Analysis � ff TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS Timmons Group reviewed the VDOT database for the five-year crash history within 500' of the existing intersection on Earlysville Road. From December 31, 2015 to December 31, 2020, there were three (3) crashes within 500' of the intersection. Of those three (3) total crashes, one (1) occurred in 2016, one (1) occurred in 2019, and one (1) occurred in 2020. Additional details regarding each crash are provided in Table 2 below. Table 2: Crash Details Crash Date 0 Severity Collision Driver Action Light Roadway Number Type Condition Surface 1 04/19/2016 Severe Injury Fixed Object in No Improper Daylight Dry Road Action 2 07/26/2019 Property Fixed Object Avoiding Darkness — Dry Damage Onlyoff Road Animal Road Lighted Property No Improper Darkness — 3 11/07/2020 Damage Only Deer Action Road Not Dry Lighted Overall, during the five-year study period, there have been a limited number of crashes associated with the study intersection and no obvious pattern of crash history that would suggest a specific improvement or geometric change. Page 4 of 6 2001 Earlysville Road, Turn -Lane Warrant Analysis • i �% Albemarle County, VA April 13,2021 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Conclusions A turn -lane warrant, queueing, and crash analysis was performed to assess the need for a south bound left -turn lane at 2001 Earlysville Road. An increase in weekday AM and PM peak trips are anticipated in association with school activities proposed for the church premises. A total of 40 new trips, 30 student trips and 10 faculty/staff trips, are anticipated. The tum-lane warrant analysis was based on Figure 3-10 from Appendix F of the VDOT Road Design Manual, for which there are inherent limitations. The nomograph is intended for use in situations where 5% of the approaching traffic turns left; in this case, the actual left turn percentage is 0.26% in the AM peak and 0.61 % in the PM peak. Considering the aforementioned limitations, the nomograph indicates a left -turn lane is warranted on the southbound approach of Earlysville Road at the existing church entrance. It should be noted that the turn -lane is warranted by the existing mainline Earlysville Road approaching and opposing traffic volumes, not the southbound left turning volumes. Overall, the site is expected to generate only 4 left turns during the AM peak hour and 3 left turns during the PM peak hour. The likelihood of the left -turn lane being warranted would be lower if an appropriate nomograph were available for this analysis. Subsequently, an operational analysis was conducted to quantify the impacts of site -generated traffic on traffic operations at the site entrance. The results of that analysis indicate an overall LOS A at the study intersection during both peak hours with minimal mainline delay and no queuing. A review of the crash data associated with the latest five-year study period indicates a limited number of crashes associated with the study intersection and no obvious pattern of crash history that would suggest a specific improvement or geometric change. There is no evidence to indicate that rear -end crashes are occurring due to queued left -turning vehicles. Further, consideration should be given to the characteristics of the surrounding area. The Earlysville Road corridor between Hydraulic Road and Dickerson Road has numerous entrances and side streets where auxiliary left -turn lanes are not provided. Therefore, the current driver expectation on the corridor is to operate with no left -turn lanes. Finally, the Installation of a southbound left -turn lane would require significant construction cost and effort considering the existing overhead utilities, guardrail, and drainage ditches adjacent to the roadway, as well as right-of-way acquisition. The installation of a southbound left -turn lane would also likely impact the approach to the bridge south of the project area due to the lane transitions. The anticipated construction costs for a southbound left -turn lane (>$1,000,000) would far exceed the benefits of a southbound left -turn lane. Page 5 of 6 2001 Earlysville Road, Turn -Lane Warrant Analysis • i �% Albemarle County, VA April 13,2021 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Recommendations While the warrants indicate a southbound left -turn lane is warranted at the church entrance on Earlysville Road, the installation of those improvements is not recommended for the following reasons: No Operational Benefit — As noted above, all mainline movements (left, through, and right) on Earlysville Road operate at LOS A during both peak hours with no queueing without a southbound left -turn lane. The projected queues generated by the proposed development are minimal and will not interfere with operations at existing intersections or commercial entrances upstream or downstream of the study intersection. The lack of queueing for the mainline southbound left -turn maneuver indicates that there will be minimal impacts to through traffic due to the left turning traffic. 2. Limited Safety Benefit — Although the installation of a left -turn lane on Earlysville Road would provide deceleration space for turning traffic, there are no existing safety issues present within the study area. The proposed site will introduce a maximum of 4 lefts during the AM peak hour (i.e. approximately one car every 15 minutes) and 3 lefts during the PM peak hour (approximately one car every 20 minutes). 3. Impact on Adjacent Property — Based on available GIS data, the existing right-of-way along Earlysville Road is insufficient to accommodate widening associated with the aforementioned auxiliary turn lane. The geometric improvements would require the acquisition of right-of-way from adjacent landowners and construction costs in excess of $1,000,000 for the benefit of 4 left turns. 4. Existing Corridor — A review of the existing Earlysville Road corridor finds that there are no left turn lanes installed at any side street or commercial/residential entrances between Hydraulic Road and Dickerson Road. The current driver expectation on the corridor is to operate with no left turn lanes. 5. Nature of the Land Use — The proposed SUP requests to grant access for an alternative education program that can accommodate up to 30 students and up to 10 staff members. The alternative education program will operate in conjunction with surrounding school systems and it is unlikely that the assumed maximum student population will be reached. The client has also discussed the likelihood of shared transportation for students, which would further reduce the trip generation estimates for the site. It is likely that the site will generate less than the 4 southbound left turns that are currently projected. 6. Turn Lane Nomograph Applicability — The turn -lane warrant analysis was based on Appendix F of the VDOT Road Design Manual, for which there are limitations. As such, a nomograph intended for 5% turn volumes was used for the turn -lane warrant analysis to represent the actual 0.26% (AM peak) and 0.61 % (PM peak) turn volumes Based on the summary of information provided in this report, a southbound left -turn lane is not recommended for installation in association with the proposed SUP for school activities by the Education Transformation Centre at 2001 Earlysville Road. Page 6 of 6 LEGEND: 0 Church Complex — © Existing Study Intersection S, ,r Lane Configuration N T (0 W Private Home + 1 Entrance Per TOSAM Guidelines, effective storage equals the full width storage length plus ''/z the taper length Church Entrance NOT TO SCALE Existing Road Stop Controlled Intersection Effective Storage Length' L Stop Controlled Approach 00000 2021 Existing Intersection Geometry 00 Earlysville Rd Turn -Lane Warrant Analysis TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OARS. Albemarle County, Virginia Figure 1 N T Lu O LJ O LIS O O O V 0,0 Private Home ✓ 1 4 Entrance If (0) 0 h (0) 0 (0) 0 Analysis Periods AM Peak: 7:15 — 8:15 AM PM Peak: 3:00 — 4:00 PM L 0 (0) 0 (0) 0 (0) W Church Entrance NOT TO SCALE LEGEND: 0 Church Complex Existing Road Stop Controlled Intersection © Existing Study Intersection X AM Peak Hour Volume Stop Controlled Approach r Turning Movement (X) PM Peak Hour Volume 00000 2021 Existing Peak Hour Volumes 00 Earlysville Rd Turn -Lane Warrant Analysis TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia Figure E N T (0 W 0 O L (10%) Private Home (90%) Entrance Church Entrance 0 0 rn NOT TO SCALE LEGEND: 0 Church Complex Existing Road Stop Controlled Intersection © Existing Study Intersection X Entering Trip Distribution Stop Controlled Approach r Turning Movement (X) Exiting Trip Distribution ,.••.., Trip Distribution OU TIMMONS GRP Earlysville Rd Turn -Lane Warrant Analysis YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia Figure 3 Private Home Entrance N T (0 W M_ L 3 (4) 27 (36) Church Entrance m co r N New Trips Students: 30 trips (AM / PM in / out) Faculty: 10 trips (AM in / PM out) NOT TO SCALE LEGEND: 0 Church Complex Existing Road Stop Controlled Intersection © Existing Study Intersection X AM Trip Stop Controlled Approach r Turning Movement (X) PM Trip .00000 � Projected Trips — Students and Faculty TIMMONS GROUP Earlysville Rd Turn -Lane Warrant Analysis YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia Figure F N T Lu O LJ O O O Cl) V o�v Private Home Entrance (0) 0 h (0) 0 (0) 0 Analysis Periods AM Peak: 7:15 — 8:15 AM PM Peak: 3:00 — 4:00 PM L 3 (4) 0 (0) 27 (36) W O "t co In O O r- co N O Church Entrance NOT TO SCALE LEGEND: 0 Church Complex Existing Road Stop Controlled Intersection © Existing Study Intersection X AM Peak Hour Volume Stop Controlled Approach r Turning Movement (X) PM Peak Hour Volume .00000 � 2021 Opening Day Peak Hour Volumes TIMMONS GROUP Earlysville Rd Turn -Lane Warrant Analysis YOUR VISION ACHIEVED THROUGH OARS. Albemarle County, Virginia Figure 61 APPENDIX A Q'Ia:rem91r4a i • I . Wel m II - . Earlysville Road — Milford Road to Bradford Lane Total Daily Volume Hourly Volume NB 4/11/2018 10005 Corridor Peak Hour 4:45 PM - 5:45 PM 1328 AM School Peak 7:15 AM - 8:15 AM 548 PM School Peak 3:00 PM - 4:00 PM 660 NB 4/12/2018 9835 Corridor Peak Hour 4:45 PM - 5:45 PM 1245 AM School Peak 7:15 AM - 8:15 AM 513 PM School Peak 3:00 PM - 4:00 PM 766 5B 4/11/2018 10342 Corridor Peak Hour 7:45 AM - 8:45 AM 1653 AM School Peak 7:15 AM - 8:15 AM 1549 PM School Peak 3:00 PM - 4:00 PM 650 5B 4/12/2018 10399 Corridor Peak Hour 7:30 AM - 8:30 AM 1603 AM School Peak 7:15 AM - 8:15 AM 1573 PM School Peak 3:00 PM - 4:00 PM 688 Total Daily Volume AM School Peak PM School Peak NB + 5B 4/11/2018 20347 2097 1310 NB + 5B 4/12/2018 20234 2086 1454 LinklD Lane ChannelNu Direction StartDate Interval '402124' 1 4/11/2018 0:00 15 '402124' 3 4/11/2018 0:00 15 '402124' 1 4/11/2018 0:15 15 '402124' 3 4/11/2018 0:15 15 '402124' 1 4/11/2018 0:30 15 '402124' 3 4/11/2018 0:30 15 '402124' 1 4/11/2018 0:45 15 '402124' 3 4/11/2018 0:45 15 '402124' 1 4/11/2018 1:00 15 '402124' 3 4/11/20181:00 15 '402124' 1 4/11/2018 1:15 15 '402124' 3 4/11/20181:15 15 '402124' 1 4/11/2018 1:30 15 '402124' 3 4/11/20181:30 15 '402124' 1 4/11/2018 1:45 15 '402124' 3 4/11/20181:45 15 '402124' 1 4/11/2018 2:00 15 '402124' 3 4/11/2018 2:00 15 '402124' 1 4/11/2018 2:15 15 '402124' 3 4/11/2018 2:15 15 '402124' 1 4/11/2018 2:30 15 '402124' 3 4/11/2018 2:30 15 '402124' 1 4/11/2018 2:45 15 '402124' 3 4/11/2018 2:45 15 '402124' 1 4/11/2018 3:00 15 '402124' 3 4/11/2018 3:00 15 '402124' 1 4/11/2018 3:15 15 '402124' 3 4/11/2018 3:15 15 '402124' 1 4/11/2018 3:30 15 '402124' 3 4/11/2018 3:30 15 '402124' 1 4/11/2018 3:45 15 '402124' 3 4/11/2018 3:45 15 '402124' 1 4/11/2018 4:00 15 '402124' 3 4/11/2018 4:00 15 '402124' 1 4/11/2018 4:15 15 '402124' 3 4/11/2018 4:15 15 '402124' 1 4/11/2018 4:30 15 '402124' 3 4/11/2018 4:30 15 '402124' 1 4/11/2018 4:45 15 '402124' 3 4/11/2018 4:45 15 '402124' 1 4/11/2018 5:00 15 '402124' 3 4/11/2018 5:00 15 '402124' 1 4/11/2018 5:15 15 '402124' 3 4/11/2018 5:15 15 '402124' 1 4/11/2018 5:30 15 '402124' 3 4/11/2018 5:30 15 8 6 12 2 8 4 0 2 6 0 6 4 0 2 2 4 2 4 0 2 4 2 2 0 2 0 4 4 4 6 8 12 4 2 16 8 12 8 18 22 21 22 18 52 22 43 402124' 1 4/11/2018 5:45 15 16 402124' 3 4/11/2018 5:45 15 64 402124' 1 4/11/2018 6:00 15 19 402124' 3 4/11/2018 6:00 15 80 402124' 1 4/11/2018 6:15 15 40 402124' 3 4/11/2018 6:15 15 103 402124' 1 4/11/2018 6:30 15 66 402124' 3 4/11/2018 6:30 15 160 402124' 1 4/11/2018 6:45 15 81 402124' 3 4/11/2018 6:45 15 177 402124' 1 4/11/2018 7:00 15 88 402124' 3 4/11/2018 7:00 15 227 402124' 1 4/11/2018 7:15 15 100 402124' 3 4/11/2018 7:15 15 294 402124' 1 4/11/2018 7:30 15 152 402124' 3 4/11/2018 7:30 15 348 402124' 1 4/11/2018 7:45 15 159 402124' 3 4/11/2018 7:45 15 494 402124' 1 4/11/2018 8:00 15 137 402124' 3 4/11/2018 8:00 15 413 402124' 1 4/11/2018 8:15 15 147 402124' 3 4/11/2018 8:15 15 366 402124' 1 4/11/2018 8:30 15 141 402124' 3 4/11/2018 8:30 15 380 402124' 1 4/11/2018 8:45 15 183 402124' 3 4/11/2018 8:45 15 208 402124' 1 4/11/2018 9:00 15 189 402124' 3 4/11/2018 9:00 15 158 402124' 1 4/11/2018 9:15 15 134 402124' 3 4/11/2018 9:15 15 199 402124' 1 4/11/2018 9:30 15 107 402124' 3 4/11/2018 9:30 15 167 402124' 1 4/11/2018 9:45 15 94 402124' 3 4/11/2018 9:45 15 139 402124' 1 4/11/2018 10:00 15 85 402124' 3 4/11/2018 10:00 15 114 402124' 1 4/11/2018 10:15 15 121 402124' 3 4/11/2018 10:15 15 124 402124' 1 4/11/201810:30 15 78 402124' 3 4/11/201810:30 15 139 402124' 1 4/11/2018 10:45 15 80 402124' 3 4/11/2018 10:45 15 144 402124' 1 4/11/2018 11:00 15 92 402124' 3 4/11/2018 11:00 15 103 402124' 1 4/11/2018 11:15 15 121 402124' 3 4/11/2018 11:15 15 132 402124' 1 4/11/2018 11:30 15 107 402124' 3 4/11/201811:30 15 116 402124' 1 4/11/2018 11:45 15 132 402124' 3 4/11/2018 11:45 15 150 402124' 1 4/11/2018 12:00 15 121 402124' 3 4/11/2018 12:00 15 166 402124' 1 4/11/2018 12:15 15 106 402124' 3 4/11/2018 12:15 15 146 402124' 1 4/11/2018 12:30 15 130 402124' 3 4/11/201812:30 15 155 402124' 1 4/11/2018 12:45 15 145 402124' 3 4/11/2018 12:45 15 90 402124' 1 4/11/2018 13:00 15 108 402124' 3 4/11/2018 13:00 15 120 402124' 1 4/11/2018 13:15 15 145 402124' 3 4/11/2018 13:15 15 163 402124' 1 4/11/2018 13:30 15 139 402124' 3 4/11/201813:30 15 107 402124' 1 4/11/2018 13:45 15 151 402124' 3 4/11/2018 13:45 15 115 402124' 1 4/11/2018 14:00 15 132 402124' 3 4/11/2018 14:00 15 116 402124' 1 4/11/2018 14:15 15 154 402124' 3 4/11/2018 14:15 15 108 402124' 1 4/11/2018 14:30 15 179 402124' 3 4/11/201814:30 15 138 402124' 1 4/11/2018 14:45 15 148 402124' 3 4/11/2018 14:45 15 161 402124' 1 4/11/2018 15:00 15 129 402124' 3 4/11/2018 15:00 15 162 402124' 1 4/11/2018 15:15 15 150 402124' 3 4/11/2018 15:15 15 134 402124' 1 4/11/201815:30 15 225 402124' 3 4/11/201815:30 15 188 402124' 1 4/11/2018 15:45 15 156 402124' 3 4/11/2018 15:45 15 166 402124' 1 4/11/2018 16:00 15 269 402124' 3 4/11/2018 16:00 15 156 402124' 1 4/11/2018 16:15 15 271 402124' 3 4/11/2018 16:15 15 168 402124' 1 4/11/201816:30 15 282 402124' 3 4/11/201816:30 15 188 402124' 1 4/11/2018 16:45 15 331 402124' 3 4/11/2018 16:45 15 199 402124' 1 4/11/2018 17:00 15 309 402124' 3 4/11/2018 17:00 15 214 402124' 1 4/11/2018 17:15 15 348 402124' 3 4/11/2018 17:15 15 282 402124' 1 4/11/201817:30 15 340 402124' 3 4/11/201817:30 15 211 402124' 1 4/11/2018 17:45 15 292 402124' 3 4/11/2018 17:45 15 178 402124' 1 4/11/2018 18:00 15 271 402124' 3 4/11/2018 18:00 15 142 402124' 1 4/11/2018 18:15 15 266 402124' 3 4/11/2018 18:15 15 169 402124' 1 4/11/2018 18:30 15 178 402124' 3 4/11/201818:30 15 104 402124' 1 4/11/2018 18:45 15 172 402124' 3 4/11/2018 18:45 15 106 402124' 1 4/11/2018 19:00 15 120 402124' 3 4/11/2018 19:00 15 102 402124' 1 4/11/2018 19:15 15 167 402124' 3 4/11/2018 19:15 15 74 402124' 1 4/11/2018 19:30 15 118 402124' 3 4/11/201819:30 15 64 402124' 1 4/11/2018 19:45 15 128 402124' 3 4/11/2018 19:45 15 53 402124' 1 4/11/2018 20:00 15 122 402124' 3 4/11/2018 20:00 15 48 402124' 1 4/11/2018 20:15 15 118 402124' 3 4/11/2018 20:15 15 54 402124' 1 4/11/2018 20:30 15 79 402124' 3 4/11/2018 20:30 15 82 402124' 1 4/11/2018 20:45 15 82 402124' 3 4/11/2018 20:45 15 32 402124' 1 4/11/2018 21:00 15 98 402124' 3 4/11/2018 21:00 15 60 402124' 1 4/11/2018 21:15 15 99 402124' 3 4/11/2018 21:15 15 32 402124' 1 4/11/2018 21:30 15 74 402124' 3 4/11/2018 21:30 15 30 402124' 1 4/11/2018 21:45 15 56 402124' 3 4/11/2018 21:45 15 30 402124' 1 4/11/2018 22:00 15 44 402124' 3 4/11/2018 22:00 15 28 402124' 1 4/11/2018 22:15 15 56 402124' 3 4/11/2018 22:15 15 8 402124' 1 4/11/2018 22:30 15 33 402124' 3 4/11/2018 22:30 15 11 402124' 1 4/11/2018 22:45 15 24 402124' 3 4/11/2018 22:45 15 12 402124' 1 4/11/2018 23:00 15 30 402124' 3 4/11/2018 23:00 15 14 402124' 1 4/11/2018 23:15 15 30 402124' 3 4/11/2018 23:15 15 26 402124' 1 4/11/2018 23:30 15 18 402124' 3 4/11/2018 23:30 15 6 402124' 1 4/11/2018 23:45 15 14 402124' 3 4/11/2018 23:45 15 14 402124' 1 4/12/2018 0:00 15 13 402124' 3 4/12/2018 0:00 15 14 402124' 1 4/12/2018 0:15 15 16 402124' 3 4/12/2018 0:15 15 6 402124' 1 4/12/2018 0:30 15 12 402124' 3 4/12/2018 0:30 15 2 402124' 1 4/12/2018 0:45 15 12 402124' 3 4/12/2018 0:45 15 0 402124' 1 4/12/20181:00 15 4 402124' 3 4/12/20181:00 15 0 402124' 1 4/12/2018 1:15 15 4 402124' 3 4/12/2018 1:15 15 0 402124' 1 4/12/20181:30 15 4 402124' 3 4/12/20181:30 15 2 402124' 1 4/12/20181:45 15 4 402124' 3 4/12/20181:45 15 4 402124' 1 4/12/2018 2:00 15 0 402124' 3 4/12/2018 2:00 15 2 402124' 1 4/12/2018 2:15 15 0 402124' 3 4/12/2018 2:15 15 0 402124' 1 4/12/2018 2:30 15 0 402124' 3 4/12/2018 2:30 15 0 402124' 1 4/12/2018 2:45 15 0 402124' 3 4/12/2018 2:45 15 0 402124' 1 4/12/2018 3:00 15 2 402124' 3 4/12/2018 3:00 15 2 402124' 1 4/12/2018 3:15 15 6 402124' 3 4/12/2018 3:15 15 2 402124' 1 4/12/2018 3:30 15 10 402124' 3 4/12/2018 3:30 15 6 402124' 1 4/12/2018 3:45 15 2 402124' 3 4/12/2018 3:45 15 2 402124' 1 4/12/2018 4:00 15 6 402124' 3 4/12/2018 4:00 15 4 402124' 1 4/12/2018 4:15 15 4 402124' 3 4/12/2018 4:15 15 10 402124' 1 4/12/2018 4:30 15 18 402124' 3 4/12/2018 4:30 15 8 402124' 1 4/12/2018 4:45 15 14 402124' 3 4/12/2018 4:45 15 22 402124' 1 4/12/2018 5:00 15 22 402124' 3 4/12/2018 5:00 15 19 402124' 1 4/12/2018 5:15 15 4 402124' 3 4/12/2018 5:15 15 37 402124' 1 4/12/2018 5:30 15 24 402124' 3 4/12/2018 5:30 15 63 402124' 1 4/12/2018 5:45 15 35 402124' 3 4/12/2018 5:45 15 67 402124' 1 4/12/2018 6:00 15 25 402124' 3 4/12/2018 6:00 15 46 402124' 1 4/12/2018 6:15 15 30 402124' 3 4/12/2018 6:15 15 106 402124' 1 4/12/2018 6:30 15 80 402124' 3 4/12/2018 6:30 15 185 402124' 1 4/12/2018 6:45 15 90 402124' 3 4/12/2018 6:45 15 209 402124' 1 4/12/2018 7:00 15 69 402124' 3 4/12/2018 7:00 15 244 402124' 1 4/12/2018 7:15 15 118 402124' 3 4/12/2018 7:15 15 311 402124' 1 4/12/2018 7:30 15 119 402124' 3 4/12/2018 7:30 15 381 402124' 1 4/12/2018 7:45 15 124 402124' 3 4/12/2018 7:45 15 442 402124' 1 4/12/2018 8:00 15 152 402124' 3 4/12/2018 8:00 15 439 402124' 1 4/12/2018 8:15 15 111 402124' 3 4/12/2018 8:15 15 341 402124' 1 4/12/2018 8:30 15 123 402124' 3 4/12/2018 8:30 15 311 402124' 1 4/12/2018 8:45 15 164 402124' 3 4/12/2018 8:45 15 232 402124' 1 4/12/2018 9:00 15 137 402124' 3 4/12/2018 9:00 15 173 402124' 1 4/12/2018 9:15 15 121 402124' 3 4/12/2018 9:15 15 181 402124' 1 4/12/2018 9:30 15 118 402124' 3 4/12/2018 9:30 15 172 402124' 1 4/12/2018 9:45 15 104 402124' 3 4/12/2018 9:45 15 137 402124' 1 4/12/2018 10:00 15 95 402124' 3 4/12/2018 10:00 15 94 402124' 1 4/12/2018 10:15 15 65 402124' 3 4/12/2018 10:15 15 130 402124' 1 4/12/201810:30 15 91 402124' 3 4/12/201810:30 15 167 402124' 1 4/12/2018 10:45 15 98 402124' 3 4/12/2018 10:45 15 133 402124' 1 4/12/2018 11:00 15 88 402124' 3 4/12/2018 11:00 15 123 402124' 1 4/12/2018 11:15 15 112 402124' 3 4/12/2018 11:15 15 141 402124' 1 4/12/2018 11:30 15 136 402124' 3 4/12/201811:30 15 132 402124' 1 4/12/2018 11:45 15 110 402124' 3 4/12/2018 11:45 15 116 402124' 1 4/12/2018 12:00 15 133 402124' 3 4/12/2018 12:00 15 119 402124' 1 4/12/2018 12:15 15 127 402124' 3 4/12/2018 12:15 15 111 402124' 1 4/12/2018 12:30 15 144 402124' 3 4/12/201812:30 15 146 402124' 1 4/12/2018 12:45 15 121 402124' 3 4/12/2018 12:45 15 143 402124' 1 4/12/2018 13:00 15 162 402124' 3 4/12/2018 13:00 15 99 402124' 1 4/12/2018 13:15 15 127 402124' 3 4/12/2018 13:15 15 96 402124' 1 4/12/2018 13:30 15 148 402124' 3 4/12/201813:30 15 118 402124' 1 4/12/2018 13:45 15 128 402124' 3 4/12/2018 13:45 15 138 402124' 1 4/12/2018 14:00 15 150 402124' 3 4/12/2018 14:00 15 118 402124' 1 4/12/2018 14:15 15 165 402124' 3 4/12/2018 14:15 15 111 402124' 1 4/12/2018 14:30 15 179 402124' 3 4/12/201814:30 15 122 402124' 1 4/12/2018 14:45 15 158 402124' 3 4/12/2018 14:45 15 152 402124' 1 4/12/2018 15:00 15 153 402124' 3 4/12/2018 15:00 15 143 402124' 1 4/12/2018 15:15 15 162 402124' 3 4/12/2018 15:15 15 122 402124' 1 4/12/201815:30 15 200 402124' 3 4/12/201815:30 15 231 402124' 1 4/12/2018 15:45 15 251 402124' 3 4/12/2018 15:45 15 192 402124' 1 4/12/2018 16:00 15 255 402124' 3 4/12/2018 16:00 15 214 402124' 1 4/12/2018 16:15 15 264 402124' 3 4/12/2018 16:15 15 166 402124' 1 4/12/201816:30 15 262 402124' 3 4/12/201816:30 15 243 402124' 1 4/12/2018 16:45 15 332 402124' 3 4/12/2018 16:45 15 154 402124' 1 4/12/2018 17:00 15 304 402124' 3 4/12/2018 17:00 15 212 402124' 1 4/12/2018 17:15 15 327 402124' 3 4/12/2018 17:15 15 243 402124' 1 4/12/201817:30 15 282 402124' 3 4/12/201817:30 15 217 402124' 1 4/12/2018 17:45 15 248 402124' 3 4/12/2018 17:45 15 180 402124' 1 4/12/2018 18:00 15 247 402124' 3 4/12/2018 18:00 15 168 402124' 1 4/12/2018 18:15 15 236 402124' 3 4/12/2018 18:15 15 160 402124' 1 4/12/201818:30 15 216 402124' 3 4/12/201818:30 15 128 402124' 1 4/12/2018 18:45 15 172 402124' 3 4/12/2018 18:45 15 132 402124' 1 4/12/2018 19:00 15 123 402124' 3 4/12/2018 19:00 15 85 402124' 1 4/12/2018 19:15 15 128 402124' 3 4/12/2018 19:15 15 75 402124' 1 4/12/201819:30 15 97 402124' 3 4/12/201819:30 15 70 402124' 1 4/12/2018 19:45 15 132 402124' 3 4/12/2018 19:45 15 88 402124' 1 4/12/2018 20:00 15 94 402124' 3 4/12/2018 20:00 15 43 402124' 1 4/12/2018 20:15 15 112 402124' 3 4/12/2018 20:15 15 64 402124' 1 4/12/2018 20:30 15 79 402124' 3 4/12/2018 20:30 15 36 402124' 1 4/12/2018 20:45 15 102 402124' 3 4/12/2018 20:45 15 42 402124' 1 4/12/2018 21:00 15 102 402124' 3 4/12/2018 21:00 15 44 402124' 1 4/12/2018 21:15 15 107 402124' 3 4/12/2018 21:15 15 30 402124' 1 4/12/2018 21:30 15 58 402124' 3 4/12/2018 21:30 15 32 402124' 1 4/12/2018 21:45 15 60 402124' 3 4/12/2018 21:45 15 48 402124' 1 4/12/2018 22:00 15 70 402124' 3 4/12/2018 22:00 15 26 402124' 1 4/12/2018 22:15 15 52 402124' 3 4/12/2018 22:15 15 26 402124' 1 4/12/2018 22:30 15 48 402124' 3 4/12/2018 22:30 15 20 402124' 1 4/12/2018 22:45 15 30 402124' 3 4/12/2018 22:45 15 14 402124' 1 4/12/2018 23:00 15 38 402124' 3 4/12/2018 23:00 15 20 402124' 1 4/12/2018 23:15 15 22 402124' 3 4/12/2018 23:15 15 24 402124' 1 4/12/2018 23:30 15 22 402124' 3 4/12/2018 23:30 15 8 402124' 1 4/12/2018 23:45 15 10 402124' 3 4/12/2018 23:45 15 8 APPENDIX B SYNCHRO Analysis Reports Earlysville Turn -Lane Warrant Analysis 2021 Opening Day AM Peak 1: Earlysville Rd & Private Home Entr/Church Entr HCM 61hTWSC Intersection Int Delay, s/veh 5.4 Movement MR WBL WBT WBR NBL NBT NBR SBL SBT SBR - Lane Configurations 44 r'T# 4 r Traffic Vol, veh/h 0 0 0 27 0 3 0 548 36 4 1549 0 Future Vol, veh/h 0 0 0 27 0 3 0 548 36 4 1549 0 Conflicting Peds, Phr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Slop Slop Stop Stop Free Free Free Free Free Free RT Channelized - - None None - None - None Storage Length - - - - 160 - Veh in Median Storage, # - 0 - 0 - 0 - - 0 Grade, % - 0 - 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 29 0 3 0 596 39 4 1684 0 Major/Minor Minor2 ajorl Conflicting Flow All 2309 2327 1684 2288 2288 596 1684 0 0 635 0 0 Stage 1692 1692 - 596 596 - - - - - - - Stage 2 617 635 - 1692 1692 - - - - - Cdtical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.12 - - 4.12 Critical Hdwy Slg 1 6.1 5.5 - 6.12 5.52 - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.218 - - 2.218 Pot Cap-1 Maneuver 27 38 118 - 28 39 504 380 - - 948 Stage 1 119 151 - 490 492 - - - - - Stage 2 481 476 - 118 149 - - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 25 36 118 -27 36 504 380 - - 948 Mov Cap-2 Maneuver 25 36 - -27 36 - - - - - Stage 1 119 141 - 490 492 - - - - - Stage 2 478 476 - 110 139 - - - - - Approach EB ■ NB SIB HCM Control Delay, s 0 $ 387.6 0 0 HCM LOS A F Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (veh/h) 380 30 948 HCM Lane V/C Ratio - 1.087 0.005 HCM Control Delay (s) 0 0$ 387.6 8.8 0 HCM Lane LOS A A F A A HCM 95th %tile O(veh) 0 3.7 0 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined `: All major volume in platoon Earlysville-Opening Day_AM Peak.syn Synchro 10 Report - 03/23/2021 Timmons Group Page 1 Earlysville Turn -Lane Warrant Analysis 2021 Opening Day PM Peak 1: Earlysville Rd & Private Home Entr/Church Entr HCM 61hTWSC Intersection Int Delay, s/veh 1.5 Movement MR WBL WBT WBR NBL NBT NBR SBL SBT SBR — Lane Configurations 44 r'T# 4 r Traffic Vol, veh/h 0 0 0 36 0 4 0 660 27 3 650 0 Future Vol, veh/h 0 0 0 36 0 4 0 660 27 3 650 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Slop Slop Stop Stop Free Free Free Free Free Free RT Channelized - - None None - None - None Storage Length - - - - 160 - Veh in Median Storage, # - 0 - 0 0 - - 0 - Grade, % - 0 - 0 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 39 0 4 0 717 29 3 707 0 Major/Minor Mir Conflicting Flow All 1447 1459 707 1430 1430 717 707 0 0 746 0 0 Stage 1 713 713 - 717 717 - - - - - Stage 2 734 746 - 713 713 - - - - - Cdtical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.12 - - 4.12 Critical Hdwy Slg 1 6.1 5.5 - 6.12 5.52 - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.218 - - 2.218 Pot Cap-1 Maneuver 110 131 439 112 135 430 891 - - 862 Stage 1 426 438 - 421 434 - - - - - Stage 2 415 424 - 423 435 - - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 108 130 439 111 134 430 891 - - 862 Mov Cap-2 Maneuver 108 130 - 111 134 - - - - - Stage l 426 435 - 421 434 Stage 2 411 424 - 420 432 HCM Control Delay, s 0 51.1 0 0 - HCM LOS A F Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR — Capacity (veh/h) 891 120 862 — HCM Lane V/C Ratio - 0.362 0.004 HCM Control Delay (s) 0 0 51.1 9.2 0 — HCM Lane LOS A A F A A HCM 95th %tile O(veh) 0 - 1.5 0 — Earlysville—Opening Day_PM Peak.syn Synchro 10 Report - 03/23/2021 Timmons Group Page 1 ATTACHMENT 6 Schematic Layout N rf yf9F •`` 10 • � is '..•yam a > UTILITY CONFLICT SCALE• 1" 75 . 0 25 50' PROP. GUARDRAIL; GUARDRAIL PRIVATE FENCE ATTACHMENT TO BARRIER PROP. CONCRETE IN CONFLICT IN CONFLICT BARRIER AND FILL UTILITY . RETAINING WALL CONFLICTS _ • . d � .� PROP. R/W �— tiD TR ANSITIpN • ����� _ N�������N f, 100' RTL TAPER 1p0' LENGTH PROP. R/W �� �� NAO B3 Y �- �• A . .1 I' 1 • Cr r �.. f CONCEPTUAL \ LAYOUT E C� N U C ^� •� > E E W c U Q W u 3 o��� — 6� LL — LL 0 `0 a O o o L O WLu; � G U a 70 ) z � 0 U a > a 0 .O W i ++ m cn W Q V y a Wz O 2 0 N W m Op K �00 O J O � � V = a) O x c� O c W [] E wLua x O ¢ ¢ N V o DATE (A Q > y o 08126121 DRAWN BY } KEJ • DESIGNED BY • KEJ • CHECKED BY TBR • • SCALE 1, = 25„ LEGEND • (n EXISTING PAVEMENT I -II PROPOSED NEW PAVEMENT U) PROPOSED CONCRETE BARRIER J PROPOSED DITCH z y - — — - PROPOSED CUT/FILL ��.�,,- rye,,.,_ � - ` • � ', ' i��� i �` _ ,t r� t - _ z m� N 2 e LLLij 0 wD 3 \` z Q a (D J t .• - ,, w > z jam,. f z DC r QzZ k' J O Or h U t z Lu i J w d ce a J 00 o :D ca � Z -IQ nO H 11 1 a 0 / �• 0 Lij O Z m 0 a N § V 1 Y N J x� m o d N � C c d� LLmi 06 o 10 'a JOB NO. N = w o N/A �� SHEET NO. U n o EX N° F E ATTACHMENT C Preliminary Cost Estimate PRELIMINARY PROJECT BUDGET EARLYSVILLE ROAD TURN LANE WIDENING ALBEMARLE COUNTY, VA 8/26/2021 CONSTRUCTION BID COSTS Demolition and Earthwork Storm Water and Hydraulics Pavement and Resurfacing Geometric, Concrete, Misc, etc. Other Construction Miscellaneous Costs Sub -Total A: OTHER BID COSTS $ 54,600 $ 28,425 $ 153,900 $ 150,750 $ 95,165 $ 482,840 Mobilization for Sub -Total A $ 250,000 Construction Staking / Surveying (4%) $ 19,314 Quality Control Materials Testing (4%) $ 19,314 Progress Schedule Baseline $ 5,000 Progress Schedule Baseline (8 months) $ 10,000 Sub -Total B: $ 303,627 EXPECTED CONTRACTOR BID - TOTAL OF ALL BID ITEMS (A+B): $ 786,467 OTHER PROJECT COSTS AND SERVICES PE - Engineering Design Services (10% of expected bid) $ 78,647 PE - Water Quality Nutrient Credits $ 15,000 PE - VDOT Oversight/Charges (8% of expected bid) $ 62,917 PE - 20% PE Contingency $ 33,313 RW - Right -of -Way Landowner Compensation (see attached) $ 206,155 RW - VDOT Oversight/Charges (0.25% of expected bid) $ 1,966 RW - Utility Relocation Cost (DOMINION - 3 compensible poles @ $50k/ea.) $ 150,000 RW - 20% RW Contingency $ 71,624 CN - Construction Engineering & Inspection $ 135,000 CN - Construction Administration $ 60,000 CN - VDOT Oversight/Charges (1%of expected bid) $ 7,865 CN - 20% Construction Contingencv (20% of expected bid + other CN costs) $ 197,866 Sub -Total C: SUMMARY 1,030,353 Preliminary Engineering (PE) $ 199,877 Right of Way (RW) $ 429,745 Construction (CN) S 1.187.199 DETAILED BREAKDOWN EARLYSVILLE ROAD TURN LANE WIDENING ALBEMARLE COUNTY, VA ENGINEER'S OPINION OF PROBABLE COSTS Item Unit Estimated Unit Price Quantity Total Demolition and Earthwork Clearing and Grubbing AC 1 $ 10,000.00 $ 10,000.00 Demolition of Pavement (Flexible) SY 150 $ 15.00 $ 2,250.00 Removal of Comb. Curb and Gutter LF 500 $ 20.00 $ 10,000.00 Remove Existing Storm Sewer Pipe LF 75 $ 10.00 $ 750.00 Remove Existing Storm Sewer Structure EA 4 $ 500.00 $ 2,000.00 Saw Cutting LF 1300 $ 15.00 $ 19,500.00 NS Remove Exist. - Mailboxes EA 2 $ 50.00 $ 100.00 Topsoil Class A 2" (Laydown from Stockpile) AC 1 $ 10,000.00 $ 10,000.00 Sub -Total for Demolition and Earthwork: $ 54 600.00 Storm Water and Hydraulics 18" Conc. Pipe LF 125 $ 135.00 $ 16,875.00 18" End Section ES-1 or 2 EA 6 $ 1,500.00 $ 9,000.00 Dry Riprap Cl. Al TON 15 $ 170.00 $ 2,550.00 Sub -Total for Storm Water and Hydraulics: $ 28 425.00 Pavement and Resurfacing Flexible Pave. Planing 0"-2" SY 4,250 $ 4.00 $ 17,000.00 Asphalt Concrete Type SM-12.5A TON 135 $ 110.00 $ 14,850.00 Asphalt Concrete Type SM-12.5A (Overlay) TON 475 $ 110.00 $ 52,250.00 Asphalt Concrete Type lM-19.OA TON 135 $ 130.00 $ 17,550.00 Asphalt Concrete Type 131V1-25.0A TON 275 $ 120.00 $ 33,000.00 Agg. Base Material Type 1, No. 21B TON 550 $ 35.00 $ 19,250.00 Sub -Total for Pavement and Resurfacing: $ 153,900.00 Geometric, Concrete, Misc, etc. R/W Monument RM-2 EA 6 $ 400.00 $ 2,400.00 Private Entrance Reconstruction EA 2 $ 1,300.00 $ 2,600.00 Guardrail LF 175 $ 650.00 $ 113,750.00 Field Office Ty. III MO 8 $ 4,000.00 $ 32,000.00 Sub -Total for Geometric, Concrete, Misc, etc.: $ 150,750.00 Other Construction Miscellaneous Costs Private Fence Relocation EA 1 $ 6,000.00 $ 6,000.00 Earthworks (10%) % 10 $ 38,767.50 Maintenance of Traffic (5%) % 5.0 $ 19,383.75 Erosion & Sediment Control (4%) % 4.0 $ 15,507.00 Pavement Striping(2%) % 2.0 $ 7,753.50 Roadway Signage (1%) % 1.0 $ 3,876.75 Roadside Development/Seeding(1%) % 1.0 $ 3,876.75 Sub -Total for Other Construction Miscellaneous Costs: $ 95,165.25 ESTIMATED LANDOWNER COMPENSATION PARCEL LANDOWNER County Assessment (land only) Total Acreage Price/Sq. Ft. Fee Right -of - Way Sq. Ft. 100% Fee R/W Compensation Temp Compensation I Compensation Amount 1 SYBIL W ROBERTSON $ 208,000.00 2.04 $2.34 16203 $37,926.32 6832 $3,997.91 $41,924.23 2 MARTAM KEANE $ 208,000.00 2.17 $2.20 10932 $24,055.55 2558 $1,407.20 $25,462.75 3 MARK E BECHTLE $ 158,200.00 3.03 $1.20 9596 $11,501.81 2640 $791.08 $12,292.89 4 COMMUNITY BRIDGE LLC $ 308,700.00 3.28 $2.16 11991 $25,907.79 $0.00 $25,907.79 5 CHRISTOPHER L MATZKE & RAE CAROL MATZKE $ 224,800.00 2.70 $1.91 15601 $29,819.28 $29,819.28 6 ERIC CHRISTOPHER SCHOLZ& LESLIE CHERYLSCHOLZ $ 237,800.00 1 3.24 1 $1.68 4751 $8,005.05 $0.00 $8,005.05 SUBTOTAL: $143,411.99 NEGOTIATION ALLOWANCE(25%) $35,853.00 CONDEMNATION (15%): $26,889.75 LANDOWNER COMPENSATION ESTIMATE: $206,154.74 TOTAL RIGHT-OF-WAY ESTIMATE: $206,154.74