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ZMA201900008 Application 2019-11-18
FOR OFFICE USE ONLY SP # Fee Amount 0 YL/ •r bate Paid 1///r�K By c ��,r� Rec a vt # 11140 N1 Ck#1 Resubmittal of information for Zoning Map Amenament PROJECT NUMBER THAT HAS BEEN ASSIGNED: ZMA-2019-00008 (Name: Parkway Place) Owner/Applicant Must React and Sign q Y S Bv: Qc'y I hereby certify that the information provided with this resubmittal is what has been requested from staff Signature of 04ner, Contract Purchaser Lori Schweller, Agent Print Name FEES that may apply: November 18, 2019 Date 434-951-5728 Daytime phone number of Signatory t ❑ Deferral of scheduled public hearing at a licant's request $194 Resubmittal fees for original Zoning Map Amendment fee of $2,688 ❑ First resubmission FREE id Each additional resubmission (TO BE PAID WHEN THE RESUBMISSION IS MADE TO INTAKE STAFF) $1,344 Resubmittal fees for original Zoning Map Amendment fee of $3,763 ❑ First resubmission FREE ❑ Each additional resubmission (TO BE PAID WHEN THE RESUBMISSION IS MADE TO INTAKE STAFF) 1 $1,881 To be paid after staff review for nublic notice: Most applications for a Zoning Map Amendment require at least one public hearing by the Planning Commission and one public hearing by the Board of Supervisors. Virginia State Code requires that notice for public hearings be made by publishing a legal advertisement in the newspaper and by mailing letters to adjacent property owners. Therefore, at least two fees for public notice are required before a Zoning Map Amendment may be heard by the Board of Supervisors. The total fee for public notice will be provided to the applicant after the final cost is determined and must be paid before the application is heard by a public body. ➢ Preparing and mailing or delivering up to fifty (50) notices $215 + actual cost of first-class postage ➢ Preparing and mailing or delivering each notice after fifty (50) $1.08 for each additional notice + actual cost of first-class postage ➢ Legal advertisement (published twice in the newspaper for each public hearing) Actual cost (averages between $150 and $250) County of Albemarle Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Voice: (434) 296-5532 Fax: (434) 972-4126 Revised 11/02/2015 Page I of 1 ZMA SECOND RESUBMI TTAL 11/18/19 ZMA 2019-00009 Parkway Place 1. Second Resubmittal of Information for Zoning Map Amendment Form — ZMA 2019-00008 Parkway Place 41412363_1 ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 2. Parkway Place Response Letter 414123631 WILLIAMS MULLEN Direct Dial: 434.951.5728 Ischwel ler@wi I liam sm u lien. corn November 18, 2019 VIA HAND DELIVERY Cameron Langille County of Albemarle Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia 22902-4596 RE: Review Comment Letter #2: ZMA-2019-00008 Parkway Place; Kotarides Developers (the "Applicant") Dear Mr. Langille: Thank you for your Review Comment Letter #2, dated October 18, 2019, regarding the zoning map amendment application for Parkway Place. Enclosed with this letter is a revised Application Plan (the "Plan"), revised narrative, and revised Proffer Statement (the "Proffers"), along with illustrative attachments and other exhibits. This letter responds to questions and comments in the Review Comments Letter #2, numbered in accordance with the letter General Application Comments: 1. Project Narrative: i. Impacts to schools — please see the enclosed email from Albemarle County Public Schools (ACPS). The Applicant's estimate of the number of school children to be generated by the Project is based on the matrix provided by Rosalyn Schmitt, Chief Operating Officer of ACPS. The actual data on number of school children from two county apartment complexes was provided by Renee DeVall, Routing and Planning Manager of Albemarle County Pupil Transportation. 2. Affordable housing: please see revised note on the Plan. The Plan note will commit the Applicant to provide affordable housing at the Project for ten (10) years and provides for an affordable rental rate based on HUD Fair Market Rents, as well as reporting requirements. 3. Density: a. (iii) please.see the revised note on Plan Sheet 1 and Exhibit F for the added source information. b. Please see the added dwelling unit per acre information on the Plan. 4. Transportation: the Applicant has met with transportation staff and VDOT to discuss transportation plans. Please see the revised transportation plan, Sheet 2 of the Plan. 5. [no response required] 6. Landscape Buffer: please see the revised Landscape Buffer area, which is now shown as 50' along the northern and northwestern boundary of the project building/parking envelope on all sheets of the Application Plan and 30' along the 321 East Main Street, Suite 400 Charlottesville, VA 22902 F 434.951.5700 F 434s17.0977 williamsmullen.comI A Professional Corporation WILLIAMS M U LLEN November 18, 2019 Page 2 Trailhead Park. The Plan note regarding Buffers have been amended on Sheet 1 of the Plan. Application Plan Comments: 1. a. Sheet 4 of the Application Plan has been updated to note public storm sewer and public sanitary sewer lines. A note was added that the storm sewer outfall receives run-off from the public right-of-way along Rio Road. b. See note above. c. Sheet 4 has been added to the Plan, as "Application Plan" is defined in the Proffer Statement. 2. Enclosed is a letter from Todd Brown, Interim Director of Charlottesville Parks and Recreation, confirming that the City will grant the necessary easements for grading, planting, and maintenance in the existing City park area. 3. The proffer regarding the trailhead park has been revised to state that the park amenities will be determined during the site planning phase of the project. Please also see Note 10 on the Application Plan regarding the minimum amenities to be installed within the trailhead park. 3.b. The access easement has been updated to ensure it extends to the limits of the dedicated open space park. In addition, the open space between the right of way and the park has been eliminated. 4.a. The zoning note has been updated on the application plan. 4.c. Note 8 has been Updated to include additional language about the recreational amenities. 4.d. Please see the updated open space note, adding the second sentence as requested. 4.f. The title of the note about the road improvements has been changed from "Phasing" to "Roadway Improvements." 4.g. The Building Heights note has been updated to include the required 15' stepback of the buildings over 40' in height or for each story above three stories, whichever is less. 4.i. The hatching has been updated on the application plan for the WPO buffer. Proffers: 1.a. Please see the new Building Architecture Plan note regarding massing, architectural material, and color; this note was drafted based on feedback from the ARB and ARB Planner. Further, owing to site plan changes, the building envelope along Rio Road has the opportunity to include two smaller buildings as shown on the illustrative plan. 1.b. Sheet 2 of the Plan, Entrance Frontage Improvements, has been updated per meetings with staff and VDOT, and the revised road plans address county and VDOT concerns. There is no typical road improvement along Rio Road that can be summarized with a cross section. Providing cross sections along Rio Road would require showing a cross section every 25' or 50' along Rio Road with all the changes to the lanes for the turn lanes, acceleration lanes, and other features. The transportation exhibit clearly shows these improvements and cross sections will be provided with the final road construction plans for the improvements. These cross sections should not be part of an application plan or proffered plan, as the final WILLIAMS M U LLEN November 18, 2019 Page 3 design of the road improvements will be subject to VDOT review and approval during the final construction plan process. 1.c. The access easement has been extended to the park on the application plan, as requested. 1.d. Please see revised Proffer Statement, enclosed. 1.f. Please see revised Proffer Statement and revised Application Plan Note regarding the trailhead park improvements. 1.g. Please see the revised Proffer Statement for transportation improvements. 1.h. Sheet 4 has been added to the Application Plan. 1.i. Wording of the Proffers has been revised per comments and discussions with staff. Zoning Comments Proffer Comments: Please see revised Proffer Statement, enclosed. Application Plan Comments: 1. The open space between the roadway and the dedicated park area has been removed. 2. The public access point to the Meadow Creek Greenway is through the Park property and existing city park easement. Any trail connections from the development to the Meadow Creek Greenway will be private trails within the common open space. No specific access points or trails need to be shown at this time but will be incorporated with the final site plan. 3. The Phasing note has been re -titled. 4. Note regarding land to be dedicated to public use has been revised. 5. The recreational facilities note 10 has been updated, as requested. Engineering Comments: 1. The SWM outfall note has been revised to note that it will receive run-off from the VDOT right of way along Rio Road. 2. Comment noted. Note 11 has been added to the application plan stating this requirement. Please let me know if you have questions regarding these responses. We appreciate your assistance with this Project. Very truly yours, Lori H. Schweller Enclosures cc: Applicant Scott Collins, Collins Engineering Bill Mechnick, LPDA Mike Bailey, Ramey Kemp & Associates ZMA SECOND RESUBMITMAC 11/18/19 ZMA 2019-00009 Parkway Place 3. Narrative 41412363_1 Parkway Place Zoning Map Amendment Application Narrative Original Submission: June 17, 2019 Revised Narrative for Resubmission: September 3, 2019 Revised Narrative for Resubmission: November 18, 2019 Project Proposal On behalf of Kotarides Developers, LLC ("Kotarides" or the "Applicant"), we hereby request the approval of a Zoning Map Amendment ("ZMA") for Tax Map Parcels 06100-00-00-16700 and 06100-00-00-167CO (the "Pro ert'). We specifically request for the 27.31 acres comprising the Property, located at the intersection of Rio Road East and John Warner Parkway, to be rezoned from R-4 Residential to Planned Residential Development - PRD with proffers. The purpose of this ZMA is to allow for the development of a multi -family apartment community to be known as "Parkway Place" (the "Project"). The development will also include a publicly -accessible trailhead park to provide a community recreational amenity and access to the existing Rivanna Trail system on the Property along John Warner Parkway. Enclosed as Attachment A is the Project's concept plan, entitled, "Parkway Place Development," dated November 18, 2019, prepared by Collins Engineering (the "Concept Plan"). The Project layout is depicted on Sheet 1, which is referred to herein as the "PRD Plan." The PRD Plan (Sheet 1 of 3), the Entrance Frontage Improvements (Sheet 2 of 3), and the Grading, Stormwater Management, & Utility Plan (Sheet 3 of 3) together comprise the three - page "Application Plan." Following the Application Plan and Existing Conditions sheet is a set of Illustrative Exhibits prepared by LPDA. The Avolicont: Kotarides was founded in 1963 by Alex and 0. Pete Kotarides as a small home builder in Virginia Beach. The company has been family -owned and operated for the past 56 years. Kotarides built its first apartment community in 1969 in Virginia Beach, and it continues to own and manage the community. The company develops, builds, and manages all its properties, thus maintaining the quality of facilities and service, and is very focused on being a good neighbor in the communities in which its properties are located. Existing Uses: As shown on Sheet 4 ("Existing Conditions") of the Concept Plan, TM 61-167C (25.73 acres) contains open fields, several agricultural outbuildings, and the Rivanna Trail; TMP 61-167 is the site of a single-family residence. Both parcels are zoned R-4. The Property is designated for Urban Density Residential and Urban Mixed Use (in Center) in the Comprehensive Plan. The large parcel is subject to a permanent easement on an approximately 5.890 acre area for a public park and trail. A copy of the instrument establishing the easement is included in the application materials. Proposed Uses: Kotarides proposes developing the Property into a multi -family housing community containing 328 dwelling units, which would have a gross density of 12.01 dwelling units per acre (DUA). The PRD Plan shows the location of the building envelopes, travelways/parking envelopes, and greenspace. An illustrative plan of the Project and Landscaping are also attached. As shown on Attachment B ("Allowable Density Analysis"), the Property contains 5.89 acres of Public Open Space (the existing city park easement) and 1.14 acres of Private Open Space (which includes all steep slopes, stream buffers, and flood plains). The net density of the proposed development, after subtracting the acreage of the Public Open Space, Private Open Space, WPO stream buffer, preserved slopes, and flood plain would be 16.17 DUA: 328 / (14.95 acres + 5.33 acres). See Attachment B: net density calculations include the 14.95 orange area (Urban Residential Density) + 5.33 striped area (Urban Mixed Use in Center) and exclude the 5.89 Public Open Space/city park and 1.14 Private Open Space. The Applicant will dedicate approximately 1.1 acres in the northeast corner of the Property at the intersection of Rio Road and John Warner Parkway as a public park. The Applicant will work with the County Parks and Recreation Department to design a Neighborhood Service Center consisting of a trailhead park, which will provide parking for those accessing Rivanna Trail (the "Trailhead Park"). The Trailhead Park will include gateway monumentation, a gazebo with trail maps or other small structure, and public art; the exact amenities will be determined in conjunction with county and city parks and recreation departments, and the park design will be informed by recommendations from the Architectural Review Board. The Applicant believes that this proposed park amenity providing connectivity to the existing trail system is a more appropriate use for this Neighborhood Service Center than mixed use development that would bring additional traffic to the area. As further beautification of the area and to increase the enjoyment of the Trail, Kotarides also proposes extending the County's wildflower meadow planting project planned for City property at the northeast corner of the Rio intersection onto the eased area along John Warner Parkway, stretching along the western boundary of the Property. As shown and noted on the PRD Plan, 12.99 acres of the 27.31 total acreage would be used for private common open space, open space dedicated to public use for the proposed Trailhead Park, active recreation areas for the apartment community, a greenway continuation of the Rivanna Trail, and the existing public open space conservation area. Surrounding Properties: The Property is located within the urban ring just on the edge of the Charlottesville city limits. A number of residential neighborhoods have been developed on surrounding properties, including Belvedere, The Reserve at Belvedere, Dunlora, Dunlora Forest, and Shepherd's Ridge at Dunlora to the north and east off Rio Road West; and Riverrun, Treesdaie, Stonehenge, and Stonewater off Rio Road East southeast of the Property. Several institutional uses are in close proximity to the Property as well, including Charlottesville Albemarle Technical Education Center (CATEC) immediately northeast across John Warner Parkway, several churches on Rio Road, and Charlottesville Waldorf School and Charlottesville Catholic School to the south. Please refer to the enclosed Vicinity Maps for the location of the project in the context of existing roadways and walking trails, neighborhoods, parks, and institutional uses and businesses. Consistency with the Comprehensive Plan Land Use Designations The Future Land Use South Map designates the Property as Urban Density Residential (orange), Urban Mixed Use (in Centers) (pink/white stripe), Public Open Space along John Warner Parkway (green), and Privately Owned Open Space; Environmental Features in the western corner (dark green) where the stream and WPO stream 3:•?:_,y ,,;.R buffer and 100-year flood plain are located, along 1` -�A _ with Preserved Slopes, none of which will be disturbed by the development. The Places29 Master Plan for the Northern Development Areas (the "Master Plan") land use plan designates 14.95 acres of the Property for Urban Density Residential and 5.33 acres in the northeast corner as Urban Mixed Use (in Centers). Please see the Comprehensive Plan Land Use Map (page 1 of the Illustrative Exhibits) and the Allowable Density Analysis attached as Attachment B. The Urban Density Residential designation "is used in areas around Centers where multifamily housing with a gross density range between 6.01 and 34 units per acre is desired" (See Master Plan, Ch. 4, "Land Use Designations"). The 14.95 acres of the Property within the UDR designation could be developed with between 89 units (minimum) to 508 units (maximum) based on desired density. The existing zoning, R-4, is inconsistent with the Comprehensive Plan because it permits only four dwelling units per acre, not the medium density desired in this location. Primary uses within UDR areas are multifamily and single-family residential. As further detailed in the "Primary and Secondary Uses" section of Chapter 4, residential buildings should not be taller than four (4) stories or 45 feet unless by exception. The Project fits squarely within the desired primary use for areas designated as Urban Density Residential as it will be a multi -family residential development with proposed gross density of twelve (12) DUA. All buildings are proposed as three-story buildings no greater than 45' tall. In the Neighborhood Service Center area, residential uses with density of 3-20 DUA and three stories, retail and office uses, institutional uses, and open space are permitted. With 5.33 acres in this designation, the Property could support 15 to 106 units in the Neighborhood Service Center Area. As discussed below, the Applicant believe that an open space use is most appropriate in this area of the Property based on context. A public park easement held by the City of Charlottesville comprises 5.89 acres of the Property along John W. Warner Parkway. Private Open Space designation covers 1.14 acres of the Property. Neighborhood Model Principles Mixture of Uses In the Urban Density Residential areas, secondary uses may include retail, commercial, and office uses that support the neighborhood, open space, and institutional uses. However, retail use is not permitted within the PRD district. (Office use would be permitted with an approved special use permit.) The eastern corner of the Property at the intersection of Rio and John Warner Parkway is designated Urban Mixed Use (in Centers), which means a location where a Neighborhood Service Center is desirable. Table LU 1: Land Uses in Centers and Uptown indicates that a Neighborhood Service Center (NS)l should have a minimum of one (1) small green park conveniently located and intended to be a central focal point of the center with additional open space as necessary, depending on the intensity and mix of uses. Table LU I further recommends, with regard to Open Space, that each Center needs a minimum of 10% usable open space and that the minimum size of the park should be % to % acre. The proposed Trailhead Park, which will comprise approximately 1.1 acres, will serve as a gateway to the Rivanna Trail that runs along the Parkway side of the Property, providing parking to those beyond walking distance and a green area and information center for trail visitors. In discussions with the former Director of Community Development and Parks & Recreation about use of the Neighborhood Service Center portion of the Property, the Applicant determined that commercial or mixed use would be less desirable at this intersection than a public trailhead park. The proposed Trailhead Park is particularly appropriate in this location because the existing trail along John Warner Parkway comes to an abrupt stop from the southwest and has no connection point from the northeast. Objective 4 of the 1 Places29: A Master Plan for the Northern Development Areas adopted February 2, 2011, amended June 10, 2015, Chapter 4. Parks and Recreation, Greenways, Blueways, Green Systems Chapter of the Comprehensive Plan is to "(p)rovide access points to greenways and blueways." As Strategy 4(a) explains, "(a)ccess points are important because they make it possible for residents and visitors to get to community destinations by trai1."z The Places29 Master Plan also recommends to "(p)rovide for trail connections from adjacent and nearby neighborhoods to the Greenway network).' By contrast, commercial development at this intersection would be undesirable as it would increase traffic levels to the Property. "With infill and redevelopment, not all Neighborhood Model Principles may be applicable depending on the context of the site."' Considering this Center within its context, the Applicant suggests that a public park providing access to the existing trail and conserved public open space as well as a connection to the multi -use sidewalk to be extended southeast on Rio Road is more desirable than commercial uses. Given that office use is the only non-residential use permitted in PRD zoning, there is no loss in potential street -level amenities, such as coffee shops or other retail establishments, which would not be permitted in the district and would only increase traffic in the area. The Project will be a focal point of a Residential Neighborhood. Parkway Place will be organized around both privately -owned Common Open Space and Public Open Space. Common Open Space will be located in the center of the community in the form of passive recreation areas and active recreational amenities, and privately -owned Open Space is located in the southern portion of the Property where environmental features will be preserved and stormwater management facilities will be installed. Public Open Space will be along John Warner Parkway and at the intersection with Rio Road in the form of the proposed Trailhead Park, which will provide to the surrounding community a connection to a public open space and a Center —with "convenient pedestrian and bicycle connections to the Center."' Neighborhood Centers The Applicant is not proposing any buildings within the portion of the Property designated as Urban Mixed Use (in Centers). The Project will "maintain the visual integrity"' of the Rio Road and John Warner Parkway Entrance Corridors by continuing the character of the John Warner Parkway Entrance Corridor as rolling natural open space with tree and flower plantings. Within the Landscape Buffer shown on the Application Plan, the Applicant will either retain the existing natural undisturbed vegetation and/or plant a mix of deciduous and evergreen trees and shrubs locally native to Virginia at a depth of thirty feet (30') within the fifty foot (50') buffer and at a depth of twenty feet (20') within the thirty foot (30') buffer. The buffer will achieve a naturalistic arrangement of trees and shrubs in a mix of deciduous and evergreen species and will include large trees. The installation of the Trailhead Park with tree plantings and landscaping along the EC and intersection will enhance the viewshed from both Rio Road and John Warner Parkway. As described in the Mixture of Use principle section above with respect to the portion of the property designated as Urban Density Residential, the Applicant has determined that the Project would not be strengthened by adding non-residential buildings within the Urban Mixed Use (in Centers) portion of the Property. Such mixed uses would increase the traffic in the area and would take away from the area needed for the public Trailhead Park area. ' Albemarle County Comprehensive Plan adopted June 10, 2015, Chapter 11, Parks and Recreation, Greenways, Blueways, Green Systems, p. 11.21. 3 Places29: A Master Plan, Chapter 6, Community Facilities and Services, p. 6-3. a Id., Chapter 8, Development Areas, Objective 6, p. 8.32. s Id.. Chapter 5, Place Types, p. 5-2. 6 Albemarle Count Comprehensive Plan 2015, Plan Summary, Historic, Cultural, and Scenic Resources, Objective 8, p. 5-19. 4 As shown on the Landscaping exhibit prepared by LPDA, within the existing city park located within a 5.89-acre easement on the Property along John Warner Parkway, the existing trees will remain, and the Applicant will plan new shade trees. Further, as was noted by the ARB in its August 19, 2019 meeting, the property immediately southwest of the Property on John Warner Parkway is owned by the City of Charlottesville, which will help to continue the unbroken greenscape along the road and the bike/pedestrian trail. Mixture of Housing Types and Affordability The Comprehensive Plan posits a strategy of ensuring that Development Areas provide a variety of housing types, stating that "a full range of housing types creates choices for residents." A primary impetus for housing type choice is housing affordability, which apartments are uniquely suited to satisfy. The Comprehensive Plan also notes that "a mixture of housing types may not be necessary for infill development, depending on the context and location." As the pie charts accompanying Strategy 2g in the Development Areas chapter and Strategy 4a in the Housing chapter illustrates, the County has a very low stock of multifamily housing overall and within the Development Areas specifically, being only four percent (4%) in both calculations: AGUM 91 Dwelieg Unift in tievelspnow Arens 665FO aWARF �:.Msff.onrirr eMH :.,. nA16srnaia CaWerly LraierweMM Dkr�rFuprwrA 20P3 Figure 3: Hot-�Ong Types In Alhemade County Al i1 SFD B2 SFA/TH r' R i�.Fj Cis ■ ; W.8 The Comprehensive Regional Housing Study and Needs Assessment published by The Central Virginia Regional Housing Partnership of the Thomas Jefferson Planning District Commission reports that only three percent (3%) of the land in Albemarle County is zoned for multifamily housing, while ninety-five percent (95%) is zoned for single-family housing (Table 14. Residential Zoning by Jurisdiction, 2018). The report goes on to explain that "(u)nder the goal of protecting single-family neighborhoods, such zoning restricts the opportunities for multi -family housing and increases multi -family land prices" (Id p. 61). The areas surrounding the development are heavily developed with single-family detached homes, single- family attached homes, and condominiums. As we have seen in a number of recent developments (e.g. Rio 5 West and Greenfield Terrace Apartments), in such context of existing residential development, it is appropriate to consider the proposed housing type in the context of surrounding development. The Objective 2, Strategy 2g of Urban Development Areas provides that "(u)less a mixture of housing types already exists in an area, new development proposals should offer a variety of housing types for different income levels" (emphasis added.) In its July 30, 2019 work session for ZMA201900004 Breezy Hill, the Planning Commission discussed the question posed by staff, "Should a variety of housing types (such as townhomes and single-family detached) be provided within the development, or should only single-family detached dwellings be provided?" Staff reported that "considering the proximity of this proposed development to the existing Running Deer neighborhood, which is listed as being 'expected to retain their low -density character,' Staff believes it would not be inappropriate for only single-family detached dwelling units to be provided in Breezy Hill." The Commission discussed the various possibilities and the pros and cons of multiple housing types in relation to open space and affordable housing. The Applicant does not propose to provide two or more housing types within this development for several reasons. The Urban Density Residential designation calls for medium density in this location, there is a range of housing types in multiple developments in close proximity to the Project, the development of single-family or townhome units on the property would not be an efficient use of the property and, further, would not enhance the housing mix in the area, which already includes townhome, condominium, and single-family options. Further, the Applicant is proposing 15% affordable units within the Project for ten years, as described in the paragraph below, which will ensure a mix of housing affordability on site, which is the primary goal of this strategy of the Neighborhood Model Principle as is indicated by the following statement: "Unless a mixture of housing types already exists in an area, new development proposals should offer a variety of housing types for different income levels" (emphasis added).' Affordable Housing: Multifamily housing often provides the best affordable option in high -cost areas close to urban development where people work. The Applicant will offer 15% of the units at Housing and Urban Development (HUD) Fair Market Rents, making them affordable for those earning 80% of regional Area Median Income (AM I), based on family size; such affordable rates shall be offered for at least ten (10) years following issuance of the Certificate of Occupancy for the Project. Relegated Parking This principle is met because all parking is relegated to the rear or sides of buildings. None of the parking areas will be visible from the Entrance Corridors. In its August 19, 2019 advisory hearing, the ARB decided to review illumination and parking lot landscape buffering as part of the site plan review. The Project will have sufficient parking space for the proposed use. Interconnected Streets and Transportation Networks See the section entitled, "Road Infrastructure" below and the enclosed TIA analysis. The Project will include an approximately one -acre land dedication for Rio Road improvements. The Applicant is proffering road widening and improvements to Rio Road. The Project will provide public access into the new Trailhead Park and an interparcel vehicular connection to TMP 61-167A to the south. Multimodal Transportation Opportunities As shown on the Application Plan, the Project includes interior sidewalks, a connector to the existing trail along John Warner Parkway, and a new 10' bicycle/pedestrian pathway along Rio Road. Albemarle County Comprehensive Plan, Chapter 8, Development Areas, Objective 2, p. 8.18. B Albemarle County Comprehensive Plan, Objective 2, Strategy 2g, p. 8.18. 6 Parks, Recreational Amenities, and Open Space As discussed above, the Applicant will dedicate approximately 1.1 acres for use as a public park abutting the existing City park. The Applicant will construct the improvements within the Trailhead Park as planned in conjunction with the County Parks & Recreation Department with advice from the ARB during the site planning phase of the Project. The Application Plan notes commit to specific types of recreational options, and the proffers guarantee construction of the amenities within the Traiihead Park. As noted on the Plan, the Applicant will plant additional trees and shrubs within a Landscape Buffer within the existing 5.9 acre public park trail easement. The Buffers note was developed with input from the ARB planner and captures the comments from the ARB's advisory meeting on August 19, 2019. Charlottesville Department of Parks & Recreation has provided a letter (see enclosed November 12, 2019 letter from Todd Brown) confirming that it has no objections to the additional grading and planting within the City's easement area. The Applicant will maintain all plantings within the Landscape Buffer. Buildings and Spaces of Human Scale The Architectural Review Board considered a series of 14 questions from ARB staff at its August 19, 2019 meeting. In response to the question "(i)s human scale exhibited in the proposal, or is it anticipated that human scale will be easily achievable in the proposed development," the landscape architect on the ARB commented that the six -acre park and trailhead park and porches contributed to the satisfaction of this principle. The ARB as a whole answered that, yes, this principle had been met by the proposal. The ARB was fine with proposed three-story buildings, recommending that the massing be "broken up" by (a) reducing uniformity in materials and color, (b) staggering or setback of portions of the buildings and use of projections and bays, and (c) the proposed landscaping. Though a mix of heights would help, it noted, such as two-story "hyphens," it did not find them necessary for satisfying the desire for human scale. The Application Plan includes a Building Architecture note, developed in conjunction with the ARB Planner, to address all recommendations regarding building massing and architecture. Respecting Terrain and Careful Grading and Regrading of Terrain The project has been designed to respect the existing terrain and to protect the existing natural resources of the property. All grading activity for the project will be outside of the preserved slopes, greenways, floodplain, and stream buffers, as shown on the Application Plan. Private utilities have been designed outside of the natural resource areas to protect these areas on the site. The public utility connections have been designed to limit the impacts to the natural resources on the property. Impacts on Public Facilities & Public Infrastructure This Project has been designed to have a minimal effect on the existing public infrastructure. Water/Sewer: The Property is located within the jurisdictional area for County water and sanitary sewer service. There is an existing 12" waterline along Rio Road that will provide water and fire flow protection to accommodate the proposed density and use of the Property. A sanitary sewer extension will be installed across Meadow Creek and the city property to the south of the Property. The existing water and sanitary sewer utilities are adequately sized to accommodate the Project. An alternate sanitary sewer connection is being explored 7 across the properties to the east of the project. Both alignments area feasible, and both alignments have a minimal impact to the preserved slopes on the site. Road Infrastructure: The proposed frontage improvements along Rio Road are designed to mitigate the additional traffic from the proposed development and help address some existing traffic issues with the Dunlora and Rio Road intersection created by existing development. A Traffic Impact Analysis report is included with this Application. The report includes the analysis and distribution of the traffic generated from the proposed development. The report also outlines the proposed roadway improvements to mitigate the traffic impacts from the fully -completed development. Four movement points are highlighted where wait times are undesirably high. These delays will increase over time with or without Parkway Place, but the proposed improvements will lessen the increased times in some locations. Most notably, the lane delay turning left out of Dunlora Drive, without road improvements, is expected to increase to an extremely high level without this Project. With the Project's proposed road improvements, the wait time will decrease over today's levels and will be a dramatic improvement over the level that would be experienced without the Project. The reason for the improvement is because of the proposed left median acceleration lane heading south toward the Project's full -movement driveway. Please see Attachment E - Traffic Impact Analysis for further details. All planned or proposed traffic improvements are subject to change based on direction from VDOT. The proposed traffic improvements are shown on Sheet 2 ("Entrance Frontage Improvements") of the Application Plan. Fire Rescue: The Application Plan includes information regarding Fire & Rescue and shows 26' fire lanes, as required for the height of the proposed buildings. Shawn Maddox indicated in the Fire Rescue Review Comments that Fire Rescue has no objections to the Project. Schools: Students living within the Project would be within the current school districts for Agnor-Hurt Elementary School, Burley Middle School, and Albemarle High School. According to planning staff, "(w)ith current enrollment, Agnor-Hurt Elementary and Burley Middle School are under capacity; however, Albemarle High School 2018-19 enrollment was over capacity by 126 students."9 The total impacts of the apartment complex on the school system is minimal, due to the total number of 3-bedroom units within the development. Less than 10% of the total number of units will be 3-bedroom units, and one third of the units will be one -bedroom units. The County Schools1° provided the following matrix and estimates: OFFICAL CALCULATOR Type of Dwelling Unit Elementary Middle High Total Single Family (Detached) 0.15 0.08 0.12 0.35 Single Family (Attached) (162) 0.13 (21) 0.05(8) 0.08 (13) 0.26 (42) Town Home 0.15 0.06 0.08 0.29 Multi -Family (328 Units) 0.12 (40) 0.03 (10) 0.05 (16) 0.21(68) 9 Planning Commission Staff Report for ZMA201800013 Rio West, June 18, 2019. ao Email from Rosalyn Schmitt, Chief Operating Officer, Albemarle County Public Schools. 8 However, using the actual transportation data provided by County Schools11, the total number of expected school students per year from this Project is 18 students, based on data for comparable projects provided by the Albemarle County Public Schools and the relatively small proportion of larger units: Transportation Data from Albemarle County Schools (School Year 2019-20) Pre-K Elem Middle High Reserve at Belvedere (294 Units) 1 7 2 4 Arden Place (212 Units) 0 4 2 4 Parkway Place (328 Units) 0 6 5 7 = 18 students Impacts on Environmental Features The Project proposes dedication of approximately 1.1 acres of open space to public use at the intersection of Rio Road and John Warner Parkway. This property would be used for a Trailhead Park, providing parking and other amenities to the existing 5.89 acre park easement already dedicated on the Property for a bicycle and pedestrian trailway. The resulting aggregate 6.99+ acre public open space dedication would commit one quarter of the Property to open space public use. In addition, there are existing preserved steep slopes along the stream banks and adjacent to Meadow Creek that will be preserved with this development. These preserved steep slopes will be protected as common open space on the property and will not be disturbed. Upland pocket park areas are also proposed within the development for active recreational amenities. These amenities include a pool, a clubhouse, and an active recreational field. Finally, a 10' pedestrian/bike trail will extend the existing Rivanna Trail on the north side of the Property along Rio Road on the east side of the Property. The total amount of proposed open space, which includes open space dedicated to public use (Trailhead Park), active recreation areas, the conservation area, the greenway, and common open space, is approximately 49.47% of the Property's total acreage (less the acre to be dedicated for the Rio Road improvements). Please see the locations and acreage calculations of open space on the Application Plan. There are no proposed impacts to the existing streams or wetlands on the property. The Property is being clustered with this development, and all proposed development will be limited to the areas outside of the critical slopes, including the preserved and managed slopes, and outside of the existing floodplain, streams, and wetland areas on the Property. Please see Sheet 3 of the Application Plan, entitled "Gradine, Stormwater Management, & Utility Plan." Proposed Proffers to Address Impacts Please see the attached Proffer Statement. it Email from Renee DeVall, Routing and Planning Manager, Albemarle County Pupil Transportation. 9 Attachments A Parkway Place Development Concept Plan, prepared by Collins Engineering: (1) PARKWAY PLACE APPLICATION PLAN: Sheet 1 of 3: PRD Plan Sheet 2 of 3: Entrance Frontage Improvements Sheet 3 of 3: Grading, Stormwater Management & Utility Plan (2) Sheet 4: Existing Conditions (ILLUSTRATIVE ONLY - NOT PART OF APPLICATION PLAN) Parkway Place Development Illustrative Attachments, prepared by LPDA Zoning Maps (Existing Zoning; Comprehensive Plan Land Use Map) Vicinity - Walking Radius Vicinity - Driving Radius PRD - Illustrative Plan Sections; Transverse Sections (3 sheets) Landscaping Public Spaces B Parkway Place Allowable Density Analysis (ZMA-2019-00008) C City of Charlottesville Parks and Recreation Letter, dated November 12, 2019 D Albemarle County Schools Emails regarding Student Enrollment Expectations and Transportation E Traffic Impact Analysis and Response Letter prepared by Ramey Kemp & Associates, dated November 14, 2019 41390723_1 10 ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 4. Proffer Statement 41412363_1 PROFFER STATEMENT ZMA 2019-00008 Original Proffers X Amendment Project Name: Parkway Place Tax Map and Parcel Number(s): 06100-00-00-167CO and 06100-00-00-16700 Owner(s) of Record: Thomas D. Wetsel, Clarence H. Wetsel, and Mary W. Hood Date: November 18, 2019 Approximately 27.31 acres to be rezoned from R-4 Residential to PRD -- Planned Residential Development Thomas D. Wetsel, Clarence H. Wetsel, and Mary W. Wood are the sole owners (collectively, the "Owner") of Tax Map and Parcel Numbers 06100-00-00-167CO and 06100-00-00-16700 (the "Property"), which is the subject of rezoning application ZMA 2019-00008, a project known as "Parkway Place" (the "Project"). The Project Application Plan, dated June 14, 2019, last revised November 18, 2019, prepared by Collins Engineering, is entitled, "Parkway Place Application Plan," comprised of the PRD Plan (Sheet 1 of 3), Entrance Frontage Improvements (Sheet 2 of 3), and Grading, Stormwater Management & Utility Plan (Sheet 3 of 3). Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the Owner hereby voluntarily proffers the conditions listed below which shall be applied to the Property if it is rezoned to the zoning district identified above. These conditions are proffered as a part of the requested rezoning and the Owner acknowledges that the conditions are reasonable: 1. Rio Road Improvements: (a) To mitigate traffic impacts, the Owner shall dedicate to public use approximately one acre of additional right-of-way along the frontage of the property for widening Rio Road East and shall construct road improvements, including turn lanes and associated widening, as shown on Sheet 2 of the Application Plan (the "Proposed Road Improvements"). The Proposed Road Improvements are conceptual and are subject to change based on County and VDOT recommendations. The Owner shall substantially complete the construction of the road improvements in accordance with final road plans approved by County (the "Rio Road Improvements") prior to issuance of the first building permit for the Project. The Rio Road Improvements shall be deemed "substantially complete" by one or more of the following methods, whichever occurs first: (i) the Albemarle County Engineer or its designee determines them to be complete; (ii) they are constructed and inspected and the VDOT construction bond is released, or (iii) a VDOT official otherwise confirms that they are substantially complete. (b) Notwithstanding the provisions of subparagraph (a), following approval of ZMA 2019-00008, should the County determine that the Proposed Road Improvements are not preferred, the County shall notify the Owner in writing of the County's election to receive a cash contribution in lieu of the Proposed Road Improvements, and the Owner shall contribute to the County's Capital Improvement Program (CIP) fund Seven Hundred and Fifty Thousand Dollars ($750,000.00) as a cash contribution toward Rio Road improvements. 2. Trailhead Park. (a) The Owner shall construct amenities in the trailhead park within the "Open Space, +/- 1.1 Acres," as noted on sheet 1 of the Application Plan and as approved by the County Parks and Recreation Department (the "Trailhead Park"). The Owner shall substantially complete the Trailhead Park amenities prior to issuance of the first certificate of occupancy. (b) Upon written request by the County, the Owner shall dedicate to the County by special warranty deed of fee simple title or grant of perpetual easement, whichever is preferred by the County, for no consideration, the approximately 1.1-acre Trailhead Park, as shown on the Application Plan. Upon dedication, maintenance of the Trailhead Park will be the responsibility of the County (unless the County conveys its interest in the Trailhead Park to the City of Charlottesville, in which case the City shall maintain it). The Owner shall provide and maintain the public access easement to the Trailhead Park as shown on the Application Plan. [THE REMAINDER OF THIS PAGE IS INTENTIONALLY BLANK.] Signature Page for Proffer Statement for Parkway Place, ZMA 2019-00008 TMPs 06100-00-00-167CO and 06100-00-00-16700 OWNERS: Thomas D. Wetsel by his attorney -in -fact, Mary W. Hood Clarence H. Wetsel by his attorney -in -fact, Helena Wetsel Mary W. Hood 41393685 ZMA SECOND RESUSMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 5. A. Parkway Place Development Concept Plan, prepared by Collins Engineering: (1) PARKWAY PLACE APPLICATION PLAN: Sheet 1 of 3: PRD Plan Sheet 2 of 3: Entrance Frontage Improvements Sheet 3 of 3: Grading, Stormwater Management & Utility Plan (2) Sheet 4: Existing Conditions (Illustrative Only - Not Part of Application Plan) 41412363_1 VILL14ITY Ilw SL Aur: J.-= L1UU PARCEL OPEN SPACE CHARTde / `aF TMPOBIDD-Daoa>670D L59AUES EXISTING MANAGED a p TMP 06I00-OD-DD-267M 25,73 ACRES _ STEEP SLOPES (TYP.) 51TE C TOTAL AREA: 27.31Arncc t Z p < AREA DEDICATED TO PUBLIC RIV7= 1DACRES _ TOTAL DEVELOPMENT AREA. 2B31ACRE5 t �� d OPEN SPACE PROVIDED: "' _ �,LIMITS FTHE PUBLIC PARK EASEMENT LU COMMON OPEN SPACE AREA=AS ACRES )MIN.) ,, PG,344.35y / v _ OPEN SPACE TO BE DEDICATED TO PUBLIC USE =1.1 ACRES TMP 6i-16 AND ED TO CITY F Ns ill Aet CTIVERECREATLON MEA=I.SACRES{MIN.) �.....-.w-4 9 - I 3' b Z -- y� CHARLOTTESVILLE IN DB P� - - - - ,Aa`-"'� .. CONSERVATION MEATOBE DEDICATEDTD PUBUCl15E=S.�ACRR - -�..� � '�� - - - - _ GWFNWAY=0.22 ACRES{NCLUDED INTHE4.SACRESj v �! fOEJ -� y y - Ia PEN FAq[ z - TOTAL OPEN SPACE PROVIDED=12.99 ACRES MIN. 49.37% TAN W. �:- - -ti_-_- MIN.RE4UIREOOPFNSPAtE=4.83 pC0.E5 ` ) i- '-`��• +r''�N�_ WAFuybR PK4VAY "- --- - - a oao-oo-xfi]ao TMP WETSE�THOMASD B 0 {MIN. 03.CALCULATION: 2631 ACRESCONSERV. AREAIS.B9x"-PARK(1.1ec1x251L `. -a�� r_ �- --�-�. __.� -- -�� WE-I'SEL, IHDMAS D. LIFE ESTATE 4 CLARfNtE H. WETSEL l MIN. PROVIDED OPEN SPACE=CS AC{COMMON)+ 1.5 AC (AL7NE �.0 AC Y� y ,_. -.� _ - - _ BAERIO ROAD 816E RIO ROAD L NOTES: j t - P�s1� '- �'- -' _' Y _ CHARLOTTESVILLE,YAng. CHARLOTTESVILLE,VAxx9a1 W EXi$T1NG ASPHALT - -�'�4 -' Y LEAS STREAM BUFFERS, EDPRESERVED REGULTIONSW HIN - T 1 S _ -$; DEVELOPER,-5INDEENDENOPERS ENGINEER.COLLINS ...GARETT STREET, 'n AREAS HALL COUNTY ZONING CIRDINUTATIONS WITHIN EROPEDSD x`�_ xssBINDEPENDENCE BLN].SWTE ma zooGMRETT STREET,SUTTEzw YI p THEALBEMMLE COUNTYZONING ORDINANCE. '+{ iAl'IDSCAPfp♦3LTF1�R, - , VIRGINIA BEACH, VA z3455 CHARLOTTESVILLE,VAxz9ex 2. OPEN SPACE LS DEFINED AS LAND OR WATER LEFT IN UND6TURBED - PATHWAY - - ^- - �,. - Z s NATURAL CONDITION AND UNOCCUPIED BY BUILDING LOTS,STRUCTURES, •* TAXMAPAZONING-. e6xeo�eo-oea67oo dnamo G7Co STREETS, OR PARKING LOTS, EI(CEPTAS OTHERVNSE SPECIFICALLY - �.--,�......4=., �-... �- .. { D.B.,GK PG. 564 D.R. xf,8s, PG. i74 J PROVID® IN THE COUtz NTYZOMING ORDINANCE, SECTION 18d.7. PLEASE _/� _ _ - f �.� . '., 1 4, R-4 RESIDENTIAL R-4 RESIDENTIAL O NOTE THAT ONLY 80%OFTHE MINIMUM OPEN SPACE MAYBE A} LOCATED iw.w,.+W-- y ON PRESERVED SLOPES AND B) DEVOTED TO SFORMINATER MANAGEMENT 1 _'. �l�ya..� �. 1 /.TOTAL PROIECTAREA, e6zee-w-w-i67ee - i.SBAC. J I' �__-����._-.��_ FAD ES, UNLESS OTHER WATER FE TUBE DEEM EDD O CO A CONSTITUTE ENT --_- --- �::. °, ' S a6vw-oaoo-L6 O POND LAKE OR OTHER AMENIFEATUREDeEMm70 CONSTITINEA -i I I y^IT / x7.3z .TOTAL DESIR%BLE bPEN SPACE AMENITY PERSKTION 18-0.7 a 3 I ! D,yU 54 -3 S / u (� ! • ®, �, - �,., �., PROPOSEDZONING. PLAJNNEDRESIDENTALDEVELOPMENT(PRD) k 4J E21 CC)NSETR•��V�A�TION' BUILDING A / NOTE: PROPERTYSHALLSTLLCOMPLYWITHEXISTING ZONING OVERLAY DISTRICTSAIRPORTIMPACTAREA w N I ENVELOPE �• +� T- OVER OISTRKT SAVy FLOODPLAIN HAZARD DISTRKT(FHS, AREAS OF MANAGEDAND 4§4 ATE- + I �' DIS LAY SLOPE5 OVERLAY DISTRICT, AND EWT K'CECORWDOR OVERLAY DISTRICT(EC). THESEOVERLA p -.I '��__•• ,.,, DISTRICTSARE NOTBEING REVSEDAS PART OF THE PROJECT. 1p07 / ✓ ° $.$BACRES ! BUILDING @P~TV TO�t�. ' R ENVELOPE �`� •'�".� \ I, / TOPOGRAPHY: TOPOGRAPHY & BOUNDARY INFORMATION COMPILED BY T - ROUDABUSK GALE & ASSOCIATES, INC, IN AUGUST xi,A. ^f r TRAVELWAYIPAWNG ENVELOPE � . @e ? �' D^^TUM; NAD e3 - z. b� I I NETOENSITY: OVERALL NET DENSITY[ALCVLATIONS{&ASFDON THE ALB. COUNTY GIS COMPREHENSIVE PLAN MAPS) 'STREAM „ r I NEIGHBORFIOOD SERVICE CENTER (3-xoUNIT)ACRE)>533ACRES- x5 UNITS) MIN,)& i6UWPS(WAX) `+ -!° / TMP 6s-i65R URBAN DENSITVRESIDENTIAL(G.-.34 UNITSIACRE).M.g5ACRES�g UNITS (MIN.)& 5o8 UNITS (MAX) x BUFFER - " 6� ,'p F PUBLI:& PRIVATE OPEN SPACEAREA(ZERO UNITSIACRE)•a UN175(MIN, BMAX) i I OVERALLALLOWABLENETDENSRY.a UNITS WIN.) TO 64 UNITS WAX.) T W S I S BUILDING 'a NOTE AXIMUM NUMBER OF PROPOSED RESIDENTIAL UNITS SHALL NOT EXCEED 30 UNITS WITH TH15 8 8 j - ENVELOPE *,� ' APPLICATKJNPLAN(L6.a7OUJACRE). Ii LF` BUILDING ; * I ALLOWABLE USES. THE ALLOWABLE USES FOR THIS DEVELOPMENT SHALL BE IN ACCORDANCE WITH SECTION aB-xg.3 OF THE rn IiF ALBEMARLECOUNTY 2ONINGORDINANCE. ENVELOPE �'�k,-�`',-6 -/' / I NOTE: ENTRANCE BUILDING HEIGHTS,THE MAXIMUM BUILDING HEIGHT FOR TH15 DEVELOPMENT SHALL Br A3 STORY BUILDINGWAH A BUILDING ' RI �%• "'1 + k ,/ i I X r' PROVEMENTS SHALL) HEIGHTNOTTOEXCEED45FEET. FOR EACH STORYTHAT BEGINS ABOVE b FEETIN HEIGHTOR FOR EACH (!1 G l" E STORYABOVE THE THIRD STORY, I5 LESS, THE MINIMUM STEPBALK SHALL BE xS FEET. O O p \ �. `) I BE SUBJECTTO VDOT I Z a GREENINAY, r--- - - cess THE pa � - ! TRAVELWAYMARKING ENVELOPE +AND COUNTY REVIEW ACCESS Has U)ACCEss POINTSFROM RIO ROAD THAT WILL SERVERS ACCEss -a WPIo)QapB (V.3AC)PAR`C I THE SiTE.THE DEVELOPMENT ISPROPOSING ANINTEACONNERK)NTO TMP bs-ab]A PS SHOWN IA .,+ AND APPROVAL. SEE TH ON THE APPLICATION PLAN. THERE 15 ALSO A PEDESTRIAN AND BICYCLE CONNECTION FROM THE I"H , CONSERVAi'ION PUBLICACCE ' RIO ROAD FRONTAGE PROPERTY TO THE CITY OF CHARLOTTESVILLE PROPERTYADJACENTTO THE DEVELOPMENT.LL o �.� /• '1 ,+i��� I EASEMEN IMPROVEMENTPL.AN. I PARKING PARKING SHALL BE PROVIDED IN ACCORDANCE WITH SECTDNzB.q.v OFTHE ALBEMARLE COUNTY ZONING 0: I C• 1 - �I ORDINANCE FARE B RESCUE. THE PROJECT SHALL CONFORM WITH ALEEMMLE COUNTY FIRE AND RESCUE REGULATIONS FOR FIRE p p PROTECTION AND ACCE55TO THE SITE. ALL DRIVE LANES WITHINTHE APARTMENT COMPLEX THAT ARE p F •O (0.12 AC.) I� ]I i TNlP 6s-s6 C ADJACENTTO ABUILDING ENVELOPE SHALL BE z6' IN WIDTH FOR FIRE PROTECTIONOFTHE 35TORY / ` A pF� RECREATIONAL * I 5 RWLDINGS. CC I X'� POCKETPARK AMENITY SPACE I I 4 _ROAD IMPROVEMENTS,va•I ACRES TO BE DEDICATED FOR ROADWAY IMPROVEMENTS SHOWN ON SHEET x AND PER PROFFER NO. ' zoo' YEAR j70 ACRES MiN (0.80 ACRES MIN I I ,. Y ACTIVE RECREATI N ACTIVE RE:CREANN I I BUILDING r,' + UTILITIES. COUNTYWATER AND SEWER FLOODPLAIN I� ``�:•� OPEN SPACE OPEN SPACE i i ENVELOPE WATERSHED - RIVANN.A RIVER -MEADOW CREEK _ \ BUILDING I Ir/ /5+ FLOODPLAIN THERE IS A FLOOOPLAIN LOCATED ON THIS SITE. FEMAMAPIOSzee30,280 DATED FEBRUARY4, anS. IN ENVELOPE I ,a4 ADDITION, A DAM BREACH INUNDATION ZONE EXISTS ON THE PROPERTY FOR THE SOUTH RIVANNA DAM, ":'� ;. I I, -- TMP 6i-165B WHICH 15 A FEDERAL DAM LOCATED UPSTR EAM OF THE PROPERTY, a °� / o'.•--BUILDING BUILDING I I ENVELOPE ENVELOPE I I ,; 1 �` LAND DEDluTED-OPIJBLKUSE: + '•' O I I v-.1-ACRES OF DFEN SPACE 15AVALABLE UPON REQUEST TO BE DEDICATED TO PUBLIC USES AS SHOWN ON THE C IF *� APPLICATION PLAN FORATRNLHFAD. DURING SITE PLANNING, THE DEVELOPER WILL COORDINATE WITH THE COYAND TMP61-168 °' a I I COUNTY PARK AUOgRITIESTDDESIGNTHEAMENiTIESAND LANDSCAPING WITHIN THE TMILFIEADPARK THEDEVELOPERS LEGEND PUBLIC ACCESS EASEMENT I I SHALLCONSTRUCTA L IMPROVEMENTSWRHINTHETRAILHEADPARK. I x. va.l-ACRES OF RIGHTOF WAY SHALL BE DEDICATEDTO PUBLIC USE AS SHOWN ON THEAPPLICATION PLAN FOR ROAD FROATAGEIMPROVEMENTS ALONGRIOROA➢PERPROFFERNO. a. NOTE. WITH11111 11.1 DEDICATION AREA, ALONG BUILDING DEVELOPMENT ENVELOPE I I y J �_ - RIO ROAD,Azd ASPHALT PEDESTRIAN AND BICYCLE TRARWAY SHALL BECONSTRUCTED, AS SHOWN ON THE APPLICATION TRAVELWAYfPARKING ENVELOPE I � I TMP 61-16y4 PLC' � Z I I BUTLDINGARCHNECTURE. BIRLDNGSWITHIN VIEWDFTHE JOHN WARNER PARKWAYAND ADIACE14TTO NO ROAD WILL INCLUDE Z TRAVELWAYfPARKING AREA I I AVARIETYOFARLHITECTURALMATERIALSANDcOLORS,PORCHESANDPROJECTIONS,ANDOFFSETTINGORSTAGGERING w ,1 PORTIONS OF THE BUILDINGS, IN ADDITIONTO THE USE OF PROJECTIONS AND SAYS, AND POSSIBLY TWO-STORY HYPHENS TO I I I PROMOTE DIVERSITY OF ARCHITECTURAL CHARACTER, TO REDUCE ONIFDRMITYAMONGTHE BUILDINGS, TO ESTABLISH HUM ACTIVE RECREATION AREA BUILDING I \ Ir ( SCALE, AND TOBREAKLPTHEMASS OFTHEBUILDINGS ANDTHEROOFUNES. [FJ ENVELOPE W ��� - - BUFFERS: WSTHINTHE LANDSCAPE BUFFER SHOWN ON THE APPLICATION PLAN, THE DEVELOPER WILL EITHER RETAIN THE EXISTIN O 0 CONSERVATION AREA Q I _ _ NATURAL UNDISTURBED VEGETATIONANDFORPLANTAMIXOFDECIDUOUSANDEVERGREENTREESANDSHRUBSLOCALLY F_!P 62F - I NATIVE TOVIRGIMA AT A DEPTH OF THIRTY FEET 130) WITHIN TN E FIFTY FOOT(5,1 BUFFER AND AT A DEPTH OF TWENTY FEET J I (ad) WITHINTHE THIRTY FOOT(;d)BUFFER, THE BUFFERWILL ACHIEVE A NATURALISTIC ARRANGEMENT OF TREES AND SHRUB Lu a N OPEN SPACE PROPOSED Z : ."lw INAMIXOFDEODUOlSAND EVERGREEN SPECIE5ANOWILL INCLUDE LARGE TREES. PROPOSED SPECIES WILLBEREVIEWED B a Q ! ^�` I THE DIRECTOR OF THE DEPARTMENTOFCOMMUNITYDEVELOPMENTORHISJHERDESIGNEEATTHFSITEPLANSTAGE.ALL U 0 STORMWATER t _ PLANTINGS WILLCONFORM TO CURRENTANSI STANDARDS FOR NURSERY STOCK. INSTALLATION AND MAINTENANCE OF THE J GREENWAY '!i� MANAGEMENT Z + ! ` LANDSCAPE BUFFER, BOTH IN THE EXISTING AND FUTURE PARK LAND, WILL BE THE RESPONSIBILITY OF THE DEVELOPER AND W E�' Q ` FACILITY (] I ! Ir TMP b2F-0�3 THEAPPROPRIATEEASEMINTS AND MAINTENANCE AGREEMENTS WILL BE OBTAINED FROM THE CITYAND COUNTY PRIOR TO Q COMMON O -F IF T j r THE FIRST CERTIFEATE OF OCCUPANCY{COJ Of ICI EXISTING ASPHALT PATHWAY I ~ ' ` 1CL TMP61-170 S�PACCE m I I T ' AFFORDABLEHOUSING.15%OFTHETOTALNUMBEROFDWELLINGUNITSSHALLBEAFFORDABLEHOUSINGRENTALSFOR-YEARS W a M �•#_ 4.5 ACRESn,`N.\ I i T! 1 FOLLOWING-HE155LIANEOFTHECERTFICATEDFOCCUPANCY. RENTS FOR SUCH UNITS SHALL NOT EXCEED HOUSING AND ILL ,Ny l� / I ,/TMP 62F-o;-2g 7 URBAN DEVELOPMENT FAIR MARKET RENTS MAKING THEM AFFORDABLE TO THOSE EARNING Vd%OF AREA MEDIAN 00000 EXISTING too YR FLOODPLAIN I l-_ V Q C7 BUILDING �I •`!; - INCOME THE AFFORDABLE UNITS, AND ER UPON LL REQUESTAMRECOROSDO HEPRO NG PROPERTY OWNER INCOMEPROVIDE 0 THE THESDCCUPANTS OF V a I ENVELOPE Y' ! -� THEAFFORDABLE UNITS, AND UPON REQUEST BY THE COUNTY, THE PROPERTY OWNER SHALL PROVIDE THESE RECORD5T0 EASEMENT LINE � •Lr- I i J� `' - � r THE COUNTY ONA14ANNUAL BASIS. _ g v f 1 I LI TMP 62F-of-2$; NOTES, d z N PROPERTY LINE I I ) v EXACT LOCATION OF ROADWAYS ANDTRAVELWAYS SHALL BE DETERMINED WITH THE SITE PLAN PROCESS, ` *BUILDING ENVELOP T ' ° �jf/ J ` �I)` z, ALL PROPOSED ROADWAYS SHALL HAVE STREETTREES IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. ALLTREES \ I P _-. SHALL BEMAINTAINED SPACE AREAS FEDMANAGEMENT SERVICES. NPH INCLUDES GARAGE r. j Mr62F'QL'Z73, THE PROPOSEDOP�NSPACEAREASMAY DEE%PANOEOWRINGTHEDESIGNPHf5F5TOALLOW FOR ADDITIONAL MEATO ,^ PRESERVED SLOPES (GIS MAPPING) - PARKING STRUCTURE B ~'E� �_�S _'� -.-.-) r1' ACCOMMODATE UTILITIES,STORMWATERMANAGEMENT,ANDEROSIONCONTROLMEASURE%AS14ECESSARYFORTHE "Vf t 1 L_ DEVELOPMENT. � #rrif• � 1 4. THEPROPERTYSHALL BE DEVELOPEDIN GENERILLACCOpO WITHTHE KEY FEATURES OF TH15APPLIGTON PLAN, INCLUDING THE Y MANAGED SLOPES (GIS MAPPING) t c' __CC f DIE CATION OF -ACRES FOR ATRAILHEADPARK. MINOR VARIATIONS FROM TH15PLAN ARE PERMITTED, INACCORDANCE WITH w/ TMPb2F-D3-LO'' ALBEMARLCWNTYZONIWREDUIREMENTSANDREGUUT10NE. Ll= PROPOSEDLOCATIONOF 5 UTILRIFSIFICLU ING BUR NOT LIMITED TO WATER, STORM SEWER, SANTTARYSEWER UTILITIES, MAY BE INSTALLED WITHN THE a CL RIGHT-OF-WAY FOR RIO ROADV--EXISTING PRESERVED `� INTERPARCEL VEHICULAR ~'�� CONSERVATION AREAS ONTHE PROPERTY. UTILITE5 MAYBE INSTALLED WITHN THE PRESERVED SLOPES, IN ACCORDANCE WITH PROPOSEDIMPROVEMENTS STEEP SLOPES(TYP.) \ _ ~iw ? ALBEMARLE COUNTY ZONING ORDINANCE AND REGULATIONS. \\ ROAD CONNECTION TO TMP 61-167A I Ir' `6. ALL ROADWAY FRONTAGE IMPROVEMENTS ALONG RIO ROAD SHALL BE SUBJECT TO ALBEMARLE COUNTY AND YPOT REVIEW AN TMP61-16 A ] TM�62F-Oi-2$ APPROVAL•MODIFl[pTONSAKOCRANGES-OTHEROApFpONTAGEIMPRWEMENSAROPOSEOWRHINTHEAPPLICATONP pPENSPACETOBE % - ' MAY BE IMPLEMENTED ASREOUESTEDBYTHECOUNTY AND VDOTDURINGTHERENEWANDAPPROVAL PROCESS, ® DEDICATED TO PUBLIC USE GRAPHIC SCALE r I�''-y^ I,INTER)CTRSIDEWALKS FORTHE PEDESTRIAN NETWORKTHROUGHCUFT THE APARTMENT COMPLEX SHALL BE INCLUDED IN THE /J. E - _ BUILDING ENVELOPE AREAS�4NDTRAVELWAYIPMKING ENVELOPE AREA5AS SHOWNONTHEAPPUCATIONPLAN. JUNF 17,2019 150 O ]j 1r0 / \ I - � B, ACTIVE RECREATION AREA Tr SHALL INCLUDE ACLUBHOUSE, RTIESAREA, SWIMMING POOL, RECREATDNFIELD, ANDATOT PROPOSED to' ASPHALT PEDESTRIAN ; ~ ~' l PROPOSED 50'&3D'LANDSCAPEBUFFER / `l LOT,ANDADDITPUNNINFAFILITESMAYBEPROVIDEOLLPROJATTHE WNER'SDISCRETONAECOMPLTEDPND ANY RIORToWNT OrTHS &BICYCLE PATHWAY ALONG / RECERMINCERYFIATEOFOCCUANCIESTTRTEO,ALPROECTAMENITIESMVSTBECOMPLETEDPRIORTOSo96OFTHEUNRS / I „'x. ti -i_� RECEIVING LREC ICATEOFOCREASMA S. 7 ROti4D-PATHWAYTOCONNECTTO g. AODTDNALRO... .PE SEAS MAY (INCLUDING E AWITHIN CTIVERECEATION RECREAS or TIONAL AREA) HALL BE MINIM MINIMUM ACRES. l SCALE PROPOSED io'PEDESTRIAN / \ I THE EX�.�TING PEDESTRIAN PATHWAY 1 i AOTEAGEOFCUMMONOPENSPACEpNCLICNNGTHEACTIVERECREATIONALAREA)SHALLBEAMINiMUMOFfi.oACRES. THE & BICYCLE PATHWAY 1 / ALON HNWARNERPARKWAY if L THEDEV LMINIMVMAORERSHALLAGEOFCTIVE ANDECRE AT - ��' IN �,I. ` 5 _ - ]a. THE DEVELOPER SHALL DESIGNANDCOKSTRUCTPARKAMENIPES FOR THE'TRAILHEAO PARK'. THEAMENRIE55FIALINCWOE / TMASPHALTPARKINGARE51'G CH ES, TRAIL CONNECTIONS, LANDSCAPING, PUBLIC ART, AND A GAZEBO OR OTHER SMALL RESERVED LAND FOR TRAILHEAD I inch = 150 fE \ 7 ' r AMINI UM SHEET 1 1 - 7 av STRUCTURE UM OF Ts960FTHE REQUIRED PHOSPHORUS NUTRIENT REDUCTIONS SHALL 6E ACHIEVED ONSITE. EXISTING CONDITIONSwg 4 f _ -. W g � 1 FUTURE COUNTY !` ! ~ ..._.__ Z s FUTURE DUNLORA PARK RIO ROAD EAST r� SIDEWALK EXTENSION �� f ! i ~~- lu 5 SIDEWALK EXTENSION STATE ROUTE 6 r I -� f ! ! 1 f : IN o 3 _ J-� 30' PRESCRIPTIVE & i =-YARI W WIDT _ f _ v v Q tiU Co Mr- �4 q ! � 8 8 i -2 � ' ! o 1 I / 1 PROPOSED ENTRANCE FRONTAGE IMPROVEMENTS NOTE: PROPOSED RIO ROAD IMPROVEMENTS SUBJECT TO CHANGE PER �Q\ VDOT AND ALBEMARLE COUNTY REVIEW AND APPROVAL PROCESS. o PROPOSED 280' 4 Lu �•� ACCELERATION LANE I J r LuV. j PROPOSED DEDICATED RIO ROAD EAST & z MERGE LANE PROPOSED ! 45 THROUGH LANE ��'! ; PROPOSED ioo' STORAGE �_ I J Lu > ioo LEFTTURN LANE STATE ROUTE 63 AND ioo' TAPER LEFT TURN z j\ i 3a PRESCRIPTIVE & �- LANE S a (ABLE WIDTH RAW .. 12' LANE �`�- ry z5o' TRANSITION I JO p Lu 12' LAIV£ y =2' f Lu r C7 d u'L41V \ \ r MEAN ENE uj Q Lu U Lu c� L ��- z PROPOSED ioo' RIGHT a 'Z- `. ', PROPOSED DEDICATED TURN LANE TAPER ROPOSED io PED STRIANIBIKE TRAILWAYLL a w THROUGH LANE a �Zn ,� PROPOSED ioo' RIGHT S a o O 7b TURN LANE TAPER GC ry _ -p PROPOSED z8ui -P - ACCELERATION LAN ! GRAPHIC SCALE _ 0- I i . I & 245' MERGE LANt-_ 700 0 50 1O° +n 1 L!r JUNE 17, 2019 VAR. WIDTH PUBLIC ACCESS ESMTti �= SCALE ( IN FEET ) 1 inch = loo ft. r = loo I SHEET2 / - � w y Z JOHN IN UVARNER ARKWAY� / 129 _ .. VA IAELE w1DrN R/yV - -- - — - _ - / LLI ul u I m RIP RAP CHANNEL TO NATURAL STREAM CHANNEL PROPOSED PUBLIC STORM SEWER OUTFACE w b NOTE: OUTFALL RECEIVES RUN-OFF FROM THE - PUBLIC / VDOTR/WALONGRIOROAD; DIRECT OU FALL i / tI f s - 1Dl2AINAGEAREA /PROPOSED PUBLIC8" - s min �.2ACRES \ " 0 '� DIP SANITARY SEWER _ E 0 0 \ ^� ° +fix fik 3 D o 00 / , y DIRECTOUTFALL \ o / °° DRAINAG R =6.o ACRES En a o s` �� z g Esc 1 s 1 � R in 1 j pp o j DA #1 I 1 ` E6 RCP SANITARY - I POND DRAINAGE / o° STING 3. o� 1 g REA=11. ACRES 0 $ I ` DISTURBED AREA CREATED BY THE $ 1 y STORM AND SANITARY SEWER 1 I i a_y . $ i INSTALLATION SHALL BE LANDSCAPED I 1 '' a N 1 $ WITH LOCALLY NATIVE PLANTS $ � 1 (SHRUBS AND LOW MAINTENANCE w w w s s s s s w o GRASSES) AS s \ ALLOWED BYACSA --=\« I W z o o \ \ 0 Z o° ONNE/CJTION TO EXISTING SANITARY SEWER , ® - ui N ° - / f�� .' aa 0 f ; �`X �� + TORMWATE f^� w (STING 12" DIP WATERLINE W U X o° o° MANAGEMENT J_ J- N o° o F C ITY l ❑ a o J °e voo° �' J J ONNECTION TO EXISTING WATERLINE q U 0 °eo J .00608 ° C ,g / / o°k° 11 l EOM d ° 1° i o jJ � Q 00 o° i of / GRAPHIC SCALE _ J c=n PROPOSED SWM BASIN OUTFACE 150 0 75 3.50 JUNE 17. 2019 IN FEET) r.... __ �. r �— ".__ SCALE J c r \ ✓ / 1 inch = 150 ft. ` ' r - j TMPNUMBER OWNER DB/PG A 61-165R DUNLORA INVESTMENTS, MC 496711E LIMITS OFTHE PUBLIC PARK EASEMENT � � � •�W B 61-165C MARTIN, LAWRENCE EJR 4552/15 DB.3616, PG.344-3S1 Q- C 61-165B ROGERS,WILLIAMHIR&SHARYONL 526/432 AND DEDICATED TOCITY OF 4 Z w D 61-16EAT RHINO, LLC 4893/742 CHARLOTTESVILLE IN DB.4622, PG.Ss3-537 /I Z 5A DUNLORA FOREST PROPERTY OWNERS 47171196 IFF RSS013AT10N LL "' 62F-01-3D BAW,SANDRAM 4587179 \ _.�, �.i + QJZ / / / W E 62F-01-C $ G 62F•41-29 TAYLOR, ROBERT F LIVING TRUST 5141/521 _ / I - 9 H 52F-01-28 MCKENNEY,JOYOFB 51S91737 I 62F-D1-27 PENXAVA, ROBERTA 447D/314 J 62F-M-26 SIMON, CAROL OR ROBYN RUSSELL 4434/4M TMP 61-169 z 62w r K F-M-25 POPESCU, DANA G SU50/251 �... CITY OF`-`�..� ,� ✓`r / W CHARLOTTESVILLE A �1I A�� -'' l / / Ul o DB 46zz PG 5z3 _ -'NER . Wr _ /— / Z I i • ' _s 1 TMP SHED - c/a _ SHED WETSEL,THOMHOMASD / / / J � LIFE ESTATE / " I `� > G - / 1'4 6' DB 2688 PG 564 v, U . PROPERTYNDER 76 m. BOUNDARY BLOCK CON RETE 4% 0 1 K I a--� VARIABLEWIDTH HO)1SE ;p , \ 1 `O� a VARIABLE WIDTH DRAINAGE, TRAIL & j � °'is �g 0 i.' .� , R / DRAINAGE& �1 1 � �' Q q A 9 SLOPE EASEMENT Cl SLOPE EASEMENT t s G b / DB 3613 PG 344 DB 3613 PG 344 12 A30' ASPHALT v \ FRAME SHED _ POLE BARN B ASPHALT / � ----'TREE LINE � I i 8�8 WALK WOVEN UTILITY EASEMENT- S"/ WIRE PENCE 11 ia' DIA DB 36i3 PG 344 1 SILO ��, f WOVEN GRAVEL VARIABLE WIDTH GRAVEL WIRE C z $ DRAINAGE ' STONE FENCE \ EASEMENT �24x3o�1oAM E DB 3613 PG 344BARFRAME WALL ' 18'x24' 1oX1z' \'�—VX24' FRAME / \ WOVEN FRAME POLEJ SHED (91 OH) �` P R 1 WIREFENCE ' BARN gRH°ME D 4. � 1 � TMP 62-267C �.7M STING DAM BREAK WETSEL, THOMAS D & INUNDATION ZONE / CLARENCE H & MARY W HOOD aWEST-4.E J \ _ COMMUNICATIONS - - - a r / TREE LINE DB s682 PG s74 EASEMENT F \ VARIABLE WIDTH DRAINAGE / DBASE E Sag 00 &SLOPE EASEMENT a. °oEXISTING2oo-YEAR �� 0 +-°° oo .''�_ ,D8361gPG344 / / FLOODPLAIN(TYP.) G EXISTING PRESERVED STEEP o °000 i 0 ` SLOPES(TYP.) J [l7 ° ° 000°° o 0 1 / ° / `�: H W Z ✓" ° ° �_ " °apt �- -r L W 0 c / . , • °o ° LOCATION OF WATER PROPERTY BOUNDARY I O M \ °o °o CROTECTION ORDINANCE BUFFER 0000 oOo 0 [ 0\PER ALBEMARLE COUNTY GI5 D 0 J� o°I W J 0°0°o EXISTiNG MANAGED STEEP >O °a W � SLOPES (TYP.) LuO ¢ o �•, ■,_ c F\ EXISTING STREAM " i K 1 Z w o% SIC LU o V {) F-- 0 o TREE LINE 1 t i ATMP 6s-s6B o LU < $ CITY OF 0 1 ` o° 1 TMP 6s-s7o TMP 6s-s67A } Q z CHARCdSVILLE ; ; ° NSF CHARLOTTESVILLE NIF WHITED FAMILY LLC 4 Q H a o° D8 462z PG,�z3 I; 0. f WALDORF SCHOOL, �2 W / a 1 , o DB zs59 PG 38a Lu o D8 4202 PG 453 WIRE ~� _ d o �° `"� FENCE Q a / 1 If ( o $ $ GRAPHIC SCALE / o 1 0 1 n �y ayo JUNE 17, 2019 o I 1 f uo oo°000°Fi °°°°° °°o°/ \ SCALE c I I a ( IN FEET) 1 inch = 150 ft. r SHEET4 ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 5. A. (Cont'd) Parkway Place Development Illustrative Exhibits, prepared by LPDA (9 sheets - Illustrative Only, Not Part of Application Plan): Sheet 1: Zoning Maps (Existing Zoning; Comprehensive Plan Land Use Map) Sheet 2: Vicinity - Walking Radius Sheet 3: Vicinity - Driving Radius Sheet 4: PRD - Illustrative Plan Sheet 5: Sections Sheet 6: Sections Sheet 7: Transverse Sections & M Sheet S: Landscaping Sheet 9: Public Spaces 41412363_1 g - - u W7 " "W" IXYA V-4d. I W MIA 'WA AU , e-71" lip I 1111141 m I 1 TO 29 NORTH F` •s arr o-� *•- • CROW REC; CENTER `' ' , ?t \0 MLK PERFORMING \4RTS i t ;, `✓` k G REENLEAF �'• O YAi1CA M,F MCINTIRE PARK 4- TO BELVEPPE o TO DUNLORA / CHMLOTfESVILLE \ C� TEOINICAL \ 1 EDUCATION CENTER \ 1 33 1 ``C +Z .17 / CHARLOTTM1 LE } / l WALDORF SCHOOL V,7 ... CHnRIOTTESVIILE CATHOUC scHogll • MEADOW CREEK / GOLF COURSE 1✓ / l// III I z Lu m:N a 2 b 0 H Lu N LU a c7 ¢ LLI m J Lu �)< " WIC a } a F- z Q Z_ U oc Y a a I June 17, 2019 I SCALE rVY CREW wi K / � ANGOR-HUN 3 WARY SCHOOLa 0 - \� r �..I • V1�00DBR / Q / V ALBEMARLE' IGH SCHOOL i Cl4AMiOTiE Ya�C1' � •� HiiM%flR1S / PAAK 4r G / � r Q , GREENBRM , ELEMENTARY SCH V @ ! 1 GREENMER 1 V ' WALKER 11P n `, _ CHARL;STTES J / ELFM1 Nt • 1 cHaRLorTE ; ` CATHOLIC SC F y /O �i ,. " 1.` 5 • HIGH SC H TW VILLAGE SQUARE PARK 1 I \ GmFCO9IPS#- J \ JACKSON P. BURLEY �• \ BrQOK- ERA MIDDLE SCHOOL E.EpEPff4EY GR AY 1 \ siBDUL \ 1 � X BURNIEY ELEMENTA SCHOOL - 1 �s auFogp It 1 � �5CH0•tbl.-1 •� 1 n 1 l N� jrn ly 1 1 y j 4 / ri a {I + a / Da Towe ! / PAAK / /6 / / d / MOL1NfA1�76P ^/-$011IESSORI Q I• / P1 r m en / / / / / PUBLIC SCHOOLS SERVING / PROPOSED DEVELOPMENT 0 S Z Lu co d =) b 0 ❑ a LJ LLI Q a Lu m N UUYE w J Lu a Q Q _Z Y � Q a June T7, 2019 I f SCALE 1 l 1 "-3000' _ ;.a_,JUleaow an ina . f",.- �,�" � • ter_ Prope 4�.-`,,,,';--Y _ �,�.� Mg 5 ' sting exic' r ' f a. Story ki'e to 04 Buffer' Planting, Bld 5 � � 'fir Stdu Yyr `t / s,{-.onserVatlon 3 Sto a�'� Pool + r} J +. Ak• lj f' .`Y_ +4" Tom`.. J- `'•:Fj�. Picnic TotwLt, 13l + Community (Park GriII. rea ll•Gazebo%tea". f'�s Stormwater a 0 c ark _ n ic-Selter-v '. �,"L�: Trail41 1�+1+apt t' Lanclsca Future Connection rV 01 _-_- ate, r� a TTT � i O 4, o -F H W z G e_ c O a j o ' LU a I, LLJ W Ln !r 44 WJ M J a J a in 7 z Q ❑ N Y 0 a - Jure 17, 2019 SCALE 1 "=120' YAdN ~ f '- 00 e ' 7 r ia:y 31' See. y\ -. Al 41 SECTION LOCATIONS i A Lu a F x i Residential I Vegetative r Buffer Meadow Rivanna Trail r Existing Successional Trees I r r 751, 10' 75'+ SECTION 1- MEADOWAND BUFFER ALONG JOHN W. WARNER PARKWAY 2 t aka -fir: Scale 1 "=300' txistmgGrada--- ... --._ -- _ _ Parking I Roadway PublicPai Roadway co 5' is, 24' 52' 24' 8' SECTION 2- TRAILHEAD AND PUBLIC PARK 3 C a e a Meadow r Rivanna r I Trail I 10' 1 r Existing Grade -----'_ t _-t`--------- ----------- ., i lamp Entrance Residential ' Entrance Parking Roadway Parking x Nkikway I Walkway Ila! r010, - Varies l 1d 5' 2V 90' min min SECTION 3- TYPICAL PARKING CROSS SECTION is, 4j. Residential Wries John W.Wamer Parkway Scale 1"=40' Scale 111=40' + N Z � N W LU W z r- o C Z a` l uJ iLN a u YI I H z W a b O � J � W to 0 W Qa ❑gip WmF �WWX a N a z s a a Buffer 20'';. June 17.26t9 Scale 111,40' SCALE 1 11=40' SECTION LOCATIONS 4 Residential FO A., 10'-20' f. SECTION 4- PARK SPACE 5 �caie 1 "=300' --Residential Varies SECTION 5- ENTRANCE ROAD Ev gig& 5Z pace Roadway 1 Parking Residential IIIIf 1 � 1 130' is W isVaries Scale 1 11=40' Road Road 11m1I co 10, 51 51 is, 6 C 1 Residential Varies Scale 1 "=40' Residential ScreeningRio Ka Parkin g1i0110'�11Y� i :9 Road Parking Road Parking Road iAgi Road p F0 v 5. 1V I M' 1 18, 21�10'110'+to-' i(Y 10' 20'+ SECTION 6 - RIO RD SCREENING Scale 1 11=40' 119 I June 17, 2019 SCALE 1 55=40' a I II OU ! CL =` v l r Y Parking Residerttlaa Y Playground Park with Gazebo Y Parking Lawn Pool �c Y Clubhouse m Y Parking � Parking Y 13° o p �� rA fA rA rn SA 3 y..... Fisting Vegetation 126D—itx� I44 , E M John W.l 4D a 0 a- Residentia, -A � o Park -rig m Meadow m Pianting Rwsidentiar Parking v cu OM (n fA U 1 D20' Pool Residenlmi m Parking v 4) a in to in Stormwater 132Frm X ��ALE =10D' Additional 30' wide semi -opaque buffer as required by ARB Existing trees \ to remain .0 onservation area 5.89 Acres Existing successional Pocket park) trees Recreation .'` space .13 ac Existing trees 5 OLARGE LEGEND TREES Q MEDIUM TREES 0 SMALL TREES ® LANDSCAPE SCREENING ® SEMI --OPAQUE BUFFER kP,M] �O.W_ �1; �00 �.O� Pocket park f Recreation ,r space .17 ac, Common open space 4. res (min) Note: Final landscape plan for review and approval by ARB and site plan review n Eke I e 14 0 Planting of shade trees clustered to average 35' on center, intermixed with ornamentals per EC guidelines and ARB comments Open space to be dedicated to public use 1.1 ac Supplimental planting of medium trees every 40'along street per 32.7.9.5(d) Additional 20' wide semi -opaque buffer as required by ARB LargefMed ShadeTree for every 10 spaces per 32.7.9.6(b) Preliminary Tree Canopy Calculation Gross Site Acreage: 27.31ac Land Dedicated to Public Use: (1. 1 ac) Total Development Area: 26.21 ac Common Open Space Area 4.5 ac (min) Greenway (included in 5.07 ac) .12 ac Open Space Dedicated to Public Use 1.1 ac Active Recreation Area 1.5 ac (min) Conservation Area 5.89 ac Total Open Space Provided (49.37%) 12.99 ac Gross Site Acreage: 27.31ac Deductions per 32.7.9.8(c) 12.71 ac Developed Acres 14.6 ac Canopy Requirement: (15%) 2.19 ac I s In H Z w a O J N LU a LU Q Z �0¢ W LLJ m Ux� �wZ CL a z z Q Y oC Q a June 17. 2019 SCALE NTS k Z. 4, - 1� �� t�E *�„JJ'. � � - � \r ' I � •y.� 1 Ii� :9 ''w �' y J�� .+� �.. : �_ � gar' ..f � � _� •`� � �. �':. - � : '! i li 1`, : - - � �i � _-�i AL_ — ----- are ORT Activity �3 t- =" Lawn Pool � '' C# .,s Play AreNL W LIJ VILL - z Qao L a� 1!@ J 4 V Y v o ao 121P $s PIP 9 Z LU b � � H W 'n LUo LU Q LUmu) LU ULD =U QXJ J LUpp i z a a June 17, 2019 SCALE A. Central Park/Neighborhood Park B. Central Clubhouse and Pool Complex C. Public Park ZMA SECOND RESUBMlTTAL 11/18/19 ZMA 2019-00009 Parkway Place 6. B. Allowable Density Analysis (ZMA-2019-00008) 41412363 ' B PARKWAY PLACE ALLOWABLE DENSITY ANALYSIS (ZMA-2019-00008) ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 7. C. City of Charlottesville Parks and Recreation Letter, dated November 12, 2019 41412363_1 CHARLOTTESVILLE r rk November 12, 2019 Mr. Ryan Hambleton Kotarides Developers 1128 Independence Blvd. #200 Virginia Beach, VA 23455 Mr. Hambleton: The City of Charlottesville Parks and Recreation department understands that a rezoning application (ZMA 2019-00008) has been submitted for the rezoning of the property located at the intersection of Rio Road and John Warner Parkway (PIN 06100-00-00-167C0). The Applicant is committing to the installation of enhanced landscape buffers, which may include grading within the 5.9 acre trail easement located at John Warner Parkway and Rio Road. The buffer will consist of natural undisturbed vegetation and the planting of a mix of deciduous and evergreen trees and shrubs locally native to Virginia. The plantings will be planted to a 30' depth within a SO'buffer as shown on the ZMA 2019-00008 Application Plan. Installation and maintenance will be the responsibility of the developer. The City has no objections to creation of the landscaping buffer or grading within the trail easement and shall grant to the developer the necessary easements for all such grading; planting, and continued maintenance of plantings within the trail easement prior to site plan approval. The grading must avoid impact to the existing trail, and repairs to existing erosion within the easement shall be allowed as part of the development. Sincerely, Todd Brown Interim Director, Charlottesville Department of Parks and Recreation KA- aAc#its 162Il g 4349703260 ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place GA D. Albemarle County Schools Emails regarding Student Enrollment Expectations and Transportation 41412363_1 Schweller, Lori Subject: FW; Parkway Place - Email from County Schools regarding Student Numbers (for inclusion in the package) [IWOV-IWOVRIC.FID1976140] From: Renee DeVall <rdevall kl2albemarle.or > Sent: Monday, November 11, 2019 9:23 AM To: Rosalyn Schmitt <rschmitt kl2albemarle.or >; Ryan Hambleton < anh kotarides.com> Subject: RE: [EXTERNAL]RE: Student Yield by Building Type School Year 19/20 Pre-K Elem Middle High Reserve at Belvedere 1 7 2 4 Arden Place 0 4 3 5 Thank you, Renee De Vail Routing and Planning Manager Albemarle County Pupil Transportation 434-973-5716 ext 12210 Cell 434-882-0013 This email may include protected student information that is intended for the listed recipients only and must be kept confidential in accordance with FERPA. Recipients should not forward this email to others unless those additional recipients have a legitimate educational interest in the information. From: Rosalyn Schmitt Sent: Friday, November 8, 2019 9:04 AM To:'Ryan Hambleton' <_ryanh kotarides.com>; Renee DeVall <rdevall@kl2albemarle.ore> Subject: RE: [EXTERNAL]RE: Student Yield by Building Type Good Morning, We can have something to you by early next week. Renee will reach out to you directly. Thanks, Rosalyn Schmitt Chief Operating Officer Albemarle County Public Schools 401 McIntire Road Charlottesville, VA 22902 www.kl2albemarle.ora O: 434-296-5877 From: Ryan Hambleton [mailtoyanh kotarides.coml Sent: Thursday, November 7, 2019 5:45 PM To: Rosalyn Schmitt <rschmitt@k12albemarle.or9>; Renee DeVall <rdevall kl2albernarle.or > Subject: [EXTERNAL]RE: Student Yield by Building Type Ms. Schmitt / Ms DeVall, I wanted to make sure that you received my email below. Is it possible to get the corresponding enrollment or transportation data that the two apartment complexes below are generating? Something like the information highlighted below, provided rom last year. Thank you, Ryan' Ryan Hambleton PE, LEED AP Kotarides Developers 919-824-2219 From: Ryan Hambleton Sent: Tuesday, November 5, 2019 8:07 AM To: rschmitt kl2aIbemarle.or • Renee DeVall <rdevalf kl2albemarle.or > Subject: FW: Student Yield by Building Type Ms. Schmitt - I am working on a rezoning in Ablemarle County for apartments near Belvedere and Dunlora. I had talked to one of you about the actual students that are being generated by nearby apartment communities. Could you give the number of students currently enrolled that are coming from some comparable communities in the area? This is what I have from last year and I was hoping for something up to date. Thank you for any help you can provide! Comparable communities Student population 2018... Pre-K Elem Middle High Reserve at Belvedere 0 4 1 6 Arden Place 0 1 3 4 Ryan Hambleton PE, LEED AP Kotarides Developers 919-824-2219 From: Rosalyn Schmitt <rschmitt kl2albemarle.or > Sent: Tuesday, September 25, 201812:27 PM O: 434-296-5877 From: Ryan Hambleton fmailto:rvanh(-@kotarides.com Sent: Thursday, November 7, 2019 5:45 PM To: Rosalyn Schmitt <rschmitt(@k12albemarle.o1g>; Renee DeVall <rdevall kl2albemarle.or > Subject: [EXTERNAL]RE: Student Yield by Building Type Ms, Schmitt / Ms DeVall, I wanted to make sure that you received my email below. Is it possible to get the corresponding enrollment or transportation data that the two apartment complexes below are generating? Something like the information highlighted below, provided rom last year. Thank you, Ryan' Ryan Hambleton PE, LEED AP Kotarides Developers 919-824-2219 From: Ryan Hambleton Sent: Tuesday, November 5, 2019 8:07 AM To: rschmitt kl2albemarle.or Renee DeVall <rdevall@kl2albemarle.ore> Subject: FW: Student Yield by Building Type Ms. Schmitt - I am working on a rezoning in Ablemarle County for apartments near Belvedere and Dunlora. I had talked to one of you about the actual students that are being generated by nearby apartment communities. Could you give the number of students currently enrolled that are coming from some comparable communities in the area? This is what I have from last year and I was hoping for something up to date. Thank you for any help you can provide! Comparable communities - Student population 2018... Pre-K Elem Middle High Reserve at Belvedere 0 4 1 6 Arden Place 0 1 3 4 Ryan Hambleton PE, LEED AP Kotarides Developers 919-824-2219 From: Rosalyn Schmitt <rschmitt kl2albemarle.or > Sent: Tuesday, September 25, 201812:27 PM To: Laura Addis Subject: Student Yield by Building Type La u ra, Here is the information you have requested: Number of Albemarle County Public School Students Generated by Housing Type: Type of Dwelling Unit Elementary Middle High Total Single Family (Detached) 0.15 0.08 0.12 0.35 Single Family (Attached) 0.13 0.05 0.08 0.26 Town Home 0.15 0.06 0.08 0.29 Multi -Family 0.12 0.03 0.05 0.21 Mobile Home 0.26 0.10 0.11 0.46 As I mentioned on the phone, these yields are an average county -wide. They do not take into account age of building, number of bedrooms or value of the property. Also, I have attached more information about the High School Center model we briefly discussed. Please let me know if you have any further questions. Rosalyn Schmitt Chief Operating Officer Albemarle County Public Schools 401 McIntire Road Charlottesville, VA 22902 www.kl2albemarle.org 0:434-296-5877 CAUTION: This email originated from outside the organization. Do not click links or open attachments unless you recognize the sender and have verified the sender email address and know the content is safe. Do not provide your ACPS login credentials in reply to any email. To report this as a spam message, please forward (as an attachment if possible) to Thank Thank you. 3 ZMA SECOND RESUBMITTAL 11/18/19 ZMA 2019-00009 Parkway Place 01 E. Traffic Impact Analysis and Response Letter prepared by Ramey Kemp & Associates, dated November 14, 2019 41412363 1 RAMEY KEMP & ASSOCIATES, we _ _RAMEY KEMP 4343CexRoad & Glen Alien, VA 23060 A S S O C I A T E S Phone: 804-217.8560 Fax; 604.217.8663 TPANSPORTATIAN ENGINEERS www.remeykamo.com November 14, 2019 Mr. Kevin McDermott Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Subject: Rio Road Multi -Family — Revised Traffic Impact Analysis (TIA) Dear Mr. McDermott, Enclosed for your review and approval is the revised Traffic Impact Analysis (TIA) we have prepared for the proposed neighborhood located on the southwest corner of the Rio Road at John Warner Parkway intersection. The original TIA was submitted in October 2018. Following is a brief response to each review comment: Comments Provided b, the County — letter dated October 15, 2019: The updated TIA analyzes the Dunlora Forest Dr and shows the left turn in the AM and PM peak moving to a failing rating. While it only adds a few seconds to the average delay, this is a concern. It was also noted that providing a u-turn option for vehicles to make this movement at the full access entrance is not feasible and so remains an unaddressed issue. Could a small roundabout work at this intersection to address the issue and improve overall operations? • If a roundabout were installed at the full -movement site driveway, at would not benefit the Dunlora Forest residents. The additional travel time to /from the site driveway is longer than the increased delay. 2. As previously noted, the PM queue at the John Warner Parkway leg of the Rio Road/John Warner Parkway intersection extends far beyond the current storage length for both the right and left turn lanes. In response to comments it is noted that the best way to deal with this, and many other issues related to traffic concerns, would be to convert this intersection to a roundabout. However, even with the option of accepting a cash proffer as discussed in the revised Proffer Statement, it is unlikely that a roundabout could be constructed within a ten-year timeframe, an undesirable length of time to wait for these improvements. The delays at the John Warner Parkway/Rio Road intersection remain a concern. Is it possible to increase storage length and improve operations for this intersection approach? • The existing queue on John Warner Parkway extends past the existing turn lane storage. Given the topography and existing geometry of the intersection, there isn't anything that can reasonably be done to improve the operation at the intersection. Charleston, S-C - Charlotte, NC - Raleigh. NC Richmond, VA - Winston-Salem, NC Mr. Kevin McDermott Page 2 of 3 Comments Provided by VDOT — letter dated October 16 2019: 1. Table 5; For Build 2023 without and with improvement scenarios, the signal timings were changed from the existing. Traffic engineering recommends using the existing timings for all scenarios. If modified signal timings are necessary to enhance the traffic signal operation, the modified timings and analysis should be included in the traffic capacity analysis section and to be included in recommendation section. If the modified timings do not enhance the signal operation, please state the reasoning for changing the existing signal timings. ■ All signal timings have been updated to match existing timing plans. 2. Table 5; Pedestrian signal timings do not match the existing in all Synchro scenarios. Correct the timings to match existing. If pedestrian signal timings need to be modified, please provide detailed explanation for the reasoning in the traffic capacity analysis section. ■ All pedestrian timings have been updated to match existing timings plans. 3. Table 6; HCM 6 reports were used for the analysis except for Build 2023 with improvements, where HCM 2000 reports were used. Include in the traffic capacity analysis sections the reasoning of using HCM 2000 reports instead of HCM 6. HCM analysis should be consistent for all scenarios to provide sufficient comparison with providing explanation if HCM 2000 reports are sued instead of HCM 6. ■ A summary justifying the use ofHCM2000 reports has been included in the TIA. 4. Table 8; Signal timings and pedestrian signal timings for all scenarios including existing 2018 do not match the existing timings. The cycle length for the existing is 90sec and not 92sec as shown in the Synchro files. If modified signal timings are necessary to enhance the traffic signal operation, the modified timings and analysis should be included in the traffic capacity analysis section and to be included in recommendation section. If the modified signal timings do not enhance the signal operations, please state the reasoning for changing the existing timings. ■ All signal timings have been updated to match existing timing plans. Table 9; HCM 6 reports were used for `Build 2023 Without Improvement's and HCM 2000 reports were used for `Build 2023 With Improvements'. Include in the traffic capacity analysis section the reasoning of using HCM 2000 reports instead of HCM 6. HCM reports should be consistent for all scenarios to provide sufficient comparison. ■ A summary justifying the use of HCM 2000 reports has been included in the TIA. 6. It appears queue lengths are based on Sim -Traffic. Please provide Sim -Traffic files along with Synchro files. Follow TOSAM guidelines for Sim -Traffic number of intervals (seedings and recordings), duration of intervals (15 minutes) and number of runs. ■ Sim Traffic files have been provided in the appendix of the TIA, and the .sim files are included in the submittal. 7. The proposed acceleration lane serving left out movements from the full access entrance must be at least 525 ft. Additionally there should be a buffer distance between the end of taper and the next intersection. ■ The site driveway has been relocated to provide the required spacing. AIYIEY KEMP ASKOC1ATEB Mr. Kevin McDermott Page 3 of 3 8. The schematic drawing dimensions for the left turn lane in to Dunlora Drive to not match the recommendations in the TIA document. * The recommended SBL storage has been revised from 125 feet to 100 feet to match the site plan. Additionally, the queue will be contained within the proposed storage length. 9. If the proposed schematic proves infeasible, a roundabout at the full access entrance could be considered. Noted. Sincerely, Ramey Kemp & Associates, Inc. Michael Bailey, P.E., PTOE Project Manager Enclosure Copy to: Mr. Adam Moore, P.E., VDOT Mr. Ryan Hambleton, Kotarides Mr. Scott Collins, P.E., Collins Engineering Mr. Bill Mechnick, LPDA RAMEY KEMP A$SO8IATES RAMEY KEMP RAMEY KEMP & ASSOCIA rES, INC 4343Cox Road _ -- & Glen AIlen, VA 23080 A S S O C I A T E S Phone 804-217-8560 Fax: 804-217-8583 TRANSPORTATION ENr31NEERS www.rarneykemp.com November 14, 2019 Mr. Kevin McDermott Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: Rio Road Multi -Family — Revised Traffic Impact Analysis (TIA) Dear Mr. McDermott, Ramey Kemp & Associates, Inc. (RKA) has performed a Traffic Impact Analysis (TIA) for the proposed 328- unit multi -family development located on the southwest corner of the Rio Road at John Warner Parkway / CATEC Driveway intersection. The access plan includes one full -movement driveway and one right -in only driveway on Rio Road and a stub -out for a future connection on the south side of the property. If approved, the proposed development is expected to be built in 2023. Figure 1 shows the site location and study intersections, and Figure 2 shows the preliminary site plan. The purpose of this letter report is to provide the following: ■ Trip generation calculations ■ Evaluation of turn lane warrants for the site driveways ■ Capacity and queueing analysis of the study intersections Existing Roadway Conditions Route 631 (Rio Road) is a four -lane divided Minor Arterial with a 2017 Virginia Department of Transportation (VDOT) average daily traffic (ADT) volume of approximately 28,000 vehicles per day (vpd) and a posted speed limit of 35 miles per hour (mph) north of the John Warner Parkway intersection. Rio Road becomes a two-lane Major Collector with an ADT volume of approximately 11,700 vpd and a posted speed limit of 35 mph south of the John Warner Parkway intersection. Note that the ADT along the property frontage was calculated assuming the AM and PM peak hour volumes represent 20% of the daily traffic. Route 2500 (John Warner Parkway) is a two-lane Minor Arterial with a posted speed limit of 35 mph in the vicinity of the site and does not have a VDOT published ADT volume. Based on discussion with the County, the ADT is approximately 17,500 vpd. Route 768 (Pen Park Road) is a two-lane local road with a 2017 VDOT ADT volume of approximately 4,300 vpd, and a posted speed limit of 35 mph in the vicinity of the site. Route 1177 (Dunlora Drive) is a two-lane local road with a 2017 VDOT ADT volume of approximately 2,300 vpd, and a posted speed limit of 35 mph in the vicinity of the site. Raleigh, NC - Charleston, SC - Charlotte, NC - Columbia, SC - Richmond, Vd1- Winston-Salem, WC Mr. Kevin McDermott Page 2 of 11 Figure 3 shows existing lane configuration. Existing Traffic Volumes The AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement counts were conducted by Burns Service, Inc. during the week of August 27, 2018 at the following intersections: • Rio Road at John Warner Parkway / CATEC Driveway ■ Rio Road at Dunlora Drive ■ Rio Road at Pen Park Road / Waldorf School Road The AM peak hour (7:30 to 8:30 AM) and PM peak hour (4:45 — 5:45 PM) turning movements counts for Rio Road at Dunlora Forest Drive were conducted by RKA during the week of August 19, 2019. Note that some volumes have been increased as necessary to balance between the Rio Road at John Warner Parkway / CATEC Driveway intersection and the Rio Road at Dunlora Drive intersection. The traffic count data are enclosed, and the existing volumes are shown in Figure 4. Background Traffic Growth Based on discussion with the County and VDOT, the 2018 peak hour traffic volumes were grown by an annual rate of 2.0% for five years to estimate the 2023 peak hour traffic volumes. Approved Development Traffic Based on discussion with the County and VDOT, three approved developments near the site are included in this TIA. Belvedere Residential is partially built -out, with 190 single family homes and 90 townhomes remaining to be built and is located at the end of Belvedere Boulevard. The trip generation potential of Belvedere Residential during a typical weekday, AM peak hour and PM peak hour was estimated using the methodologies published by the Institute of Transportation Engineers (ITE) Trip Generation Manual — I LYh Edition. Table 1 ITE Trip Generation — Belvedere Residential — Weekday —10'h Edition Land Use (ITE Land Use Code) See Single Family Detached Housing 190 homes (210) Multifamily Housing (Low -Rise) (220) 90 units Total Trips Weekday Daily Traffic (vpd) AM Peak Hour (vph) PM Peak Hour (vph) Enter Exit Enter Exit Enter Emit 938 938 35 106 118 70 330 330 10 33 34 20 1,268 1,268 45 139 152 90 _ AMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 3of11 Figures 5 and 6 show the trip distribution and assignment for Belvedere Residential. Dunlora Park Residential consists of 28 single family homes and 14 townhomes and is located on Varick Street. The ITE trip generation potential of Dunlora Park Residential is shown in Table 2. Table 2 ITE Trip Generation — Dunlora Park Residential — Wppluaav — I nth Land Use (ITE Land Use Code) Size Single Family Detached Housing (210) 28 homes Multifamily Housing (Low -Rise) (220) 14 units Total Trips Weekday Daily Traffic (vpd) - AM Peak Hour (vph) -------- PM Peak Hour (vph) Enter Exit Enter Exit Enter Exit 161 161 6 19 19 11 51 51 1 6 6 4 212 212 7 25 25 15 Figures 7 and 8 show the trip distribution and assignment for Dunlora Park Residential. Lochlyn Hill Residential is partially built -out, with 129 single family homes and 14 townhomes remaining to be built and is located on the south side of Pen Park Lane. The ITE trip generation potential of Lochlyn Hill Residential is shown in Table 3. Table 3 ITE Trip Generation — LochIvn Land Use I Size {ITE Land Use Code) Single Family Detached Housing ! 129 homes (210) j Multifamily Housing (Low -Rise) (220) 14 units Total Trips Hill Residential — Weekda —10th Edition Weekday Daily Traffic AM Peak Hour PM Peak Hour (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit 657 657 24 72 82 48 51 51 1 6 6 4 708 708 25 78 88 s2 Figures 9 and 10 show the trip distribution and assignment for Lochlyn Hill Residential. The total approved development trips are shown in Figure 11. The total approved development trips were combined with the background growth to estimate the 2023 no -build traffic volumes, which are shown in Figure 12. _ AMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 4 of 11 There are several other small developments currently under construction near the site (such as The Center at Belvidere). Based on discussion with the County, it was determined that the trip generation potential of these sites is captured in the 2% annual growth rate. Trip Generation The trip generation potential of the proposed neighborhood during a typical weekday, AM peak hour, and PM peak hour was estimated using the methodologies published by the Institute of Transportation Engineers (ITE) Trip Generation Manual — IOrh Edition. Table 4 summarizes the trip generation calculations. Table 4 ITE Trip Generation — T vical Weekday-10th Edition Average Daily Land Use Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vPh) (vph) Enter Exit Enter Exit Enter Exit Multifamily Housing (Mid -Rise) (221) 328 units 893 893 31 87 85 54 It should be noted that Rio Road is an existing transit corridor, and some of the future residents living along Rio Road will likely use the transit service. This will reduce the number of vehicles on Rio Road. To be conservative, this reduction was not applied to the trip generation potential of the site or the surrounding approved developments. Site Traffic Distribution The following site traffic distribution was applied based on coordination with the County and VDOT: a 32% to / from the north on Rio Road ■ 32% to / from the south on Rio Road ■ 31 % to / from the south on John Warner Parkway ■ 2% to / from the east on Pen Park Road ■ 1% to / from the south on Waldorf School Road • 1 % to / from the north on CATEC Driveway ■ 1 % to / from the north on Dunlora Drive Figures 13 and 14 show the site trip distribution and site trip assignment, respectively. Figure 15 shows the projected 2023 build -out peak hour traffic volumes. AMEY KEMP --ASSOCIATES Mr. Kevin McDermott Page S of 11 VDOT Turn Lane Warrant Analysis The projected build -out AM and PM peak hour traffic volumes at the proposed site driveways were compared to the turn lane warrants in the Virginia Department of Transportation (VDOT) Access Management Design Standards for Entrances and Intersections: Rio Road at Right -in Only Driveway: ■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour Rio Road at Full -Movement Driveway. i A northbound left -turn lane on Rio Road is warranted ■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour Intersection Spacing Standards VDOT requires at least 250 feet of separation between partial access driveways and full -movement driveways / intersections on Major Collector roadways. The proposed right -in only driveway is approximately 180 feet south of Dunlora Drive and 500 feet north of the proposed full -movement driveway. The proposed right -in only driveway does not meet VDOT's minimum intersection spacing standards, so an Access Management Exception (AME) request will be submitted. VDOT requires at least 335 feet of separation between full -movement driveways and intersections on Major Collector roadways. The proposed full -movement driveway is approximately 560 feet north of Dunlora Forest Drive. The proposed full -movement driveway exceeds VDOT's minimum intersection spacing standards. Traffic Capacity Analysis Traffic capacity analysis for the study intersections was performed using Synchro 10, which is a comprehensive software package that allows the user to model signalized and unsignalized intersections to determine levels -of - service based on the thresholds specified in the Highway Capacity Manual (HCM) — 6t' Edition. All queues reported are the maximum SimTraffic queues based on the average of 10 microsimulation runs. Note that Rio Road is considered an east 1 west roadway but is north 1 south in the vicinity of the site. Additionally, John Warner Parkway, Dunlora Drive, Pen Park Road, and Waldorf School Road are all east / west roadways in the vicinity of the site. _ AMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 6 of 11 Table 5 summarizes the capacity analysis results for the signalized intersection of Rio Road at John Warner Parkway / CATEC Driveway, and the Synchro and SimTraffic outputs are enclosed for reference. Table 5 Level -of -Service Summary for Rio Road at John Warner Parkwav / CATEC Driveway CONDITION Existing (2018) Traffic Conditions No -Build (2023) Traffic Conditions Build (2023) Traffic Conditions Without Improvements Build (2023) Traffic Conditions With Median Acceleration Lane LA E GROUP EBL EBT/R WBL WBT WBR NBL/T NBR SBL/T EBL EBT/R WBL WBT WBR NBL/T NBR SBL/T EBL EBT/R WBL WBT WBR NBL/T NBR SBL/T SBR EBL EBT/R WBL WBT WBR NBL/T NBR SBL/T SBR Storage Length (R) 200 300 500 75 125 200 300 500 75 125 200 300 500 75 200 300 500 4,M PEAK HOUR PM PEAK HOUR Lane Lane Lane Overall Lane Lane Lane Overall LOS Delay Queue LOS LOS Delay Queue LOS aec ft Dela aec ft(Delay) F 114.2 47 F 114.4 276 D 40.3 314 D 52.6 782 F 84.0 466 F 83.6 654 B 13.0 310 D B 12.5 330 D A 7.1 19 A 7.3 29 F 84.3 124 (50.2 sec) E 78.6 124 (52.3 sec) E 67.3 190 E 64.3 180 F 113.6 23 F 103.6 30 F 98.5 6 F 101.5 11 F 114.4 100 F 115.0 299 D 47.2 471 E 76.8 1,289 F 83.4 581 F 83.9 803 B 15.7 481 D B 14.4 455 E A 7.2 24 A 7.4 32 F 89.4 124 (53.7 sec) E 79.3 124 (59.9 sec) E 74.4 213 E 61.5 191 F 113.6 22 F 104.0 35 F 98.5 6 F 100.4 13 F 114.4 102 F 115.0 299 D 48.5 391 F 89.7 I,352 F 83.3 568 F 85.2 801 B 15.7 461 E B 14.5 581 E A 7.2 19 A 7.4 32 F 104.8 124 (57.1 sec) F 80.5 124 (64.4 sec) F 81.8 215 E 59.5 192 F 113.6 22 F 104.2 28 F 98.5 7 1 F 1 99.5 10 F 114.4 233 F 115.0 254 D 48.5 424 F 89.7 1,341 F 83.3 595 F 85.2 816 B 15.7 488 E B 14.5 536 E A 7.2 26 A 7.4 33 F 104.8 179 (57.1 see) F 80.5 164 (64.4 sec) F 81.8 178 E 59.5 183 F 113.6 13 F 104.2 22 F 98.5 2 F 1 99.5 5 Capacity analysis indicates that the intersection currently operates at LOS D during the AM and PM peak hours. Under no -build conditions, the intersection is expected to operate at LOS D during the AM peak hour and at LOS E during the PM peak hour. Under build conditions (without improvements), the intersection is expected to operate at LOS E during the AM and PM peak hours. *RAMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 7 of 11 Under build conditions (with median acceleration lane), the intersection is expected to operate at LOS E during the AM and PM peak hours with the following improvement: Restripe the existing northbound shared left -through lane on Rio Road to extend the existing storage to Dunlora Drive Table 6 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Drive, and the Synchro and SimTraffic outputs are enclosed for reference. Note that HCM 6 reports were used for the existing, no -build, and build without improvements scenarios. HCM 2000 reports were used for the build with median acceleration lane scenario because HCM 6 does not accurately report two -stage left -turn movements. Table 6 Level -of -Service Summary for Rio Road at Dunlora Drive CONDITION LANE Storage Length GROUP WBL' - Existing (2018) WBR' 200 Conditions SBT/ 50 WBL' - No -Build (2023) WBR' 200 NBT Conditions SBL2 50 Build (2023) WBL' - Conditions WBR' 200 Without SBL/R 50 Cm rovements SBT - Build (2023) WBL, Conditions WBR' 200 With Median NBT/R - Acceleration SBL2 100 Lane SBT - 1. 2. 3. AM PEAK HOUR PM PEAK HOUR Lane Lane Lane Overall Lane Lane Lane Overall LOS Delay Queue LOS Delay Queue LOS sae ft (Delay)'LOS sec ft (Delay)3 E 45.1 107 D 34.1 58 B 14.6 106 B 13.5 66 - - - N/A NIA A 9.3 65 A 9.4 92 F 120.1 287 F 58.8 78 C 16.9 210 C 15.0 84 - - - N/A NIA A 9.8 80 A 10.0 98 F 164.3 401 F 73.4 123 C 18.3 255 C 15.6 135 - NIA N/A B 10.1 84 B 10.2 93 D 25.5 150 C 20.7 75 D 25.5 139 C 20.7 101 N/A - - - N/A B 10.1 84 B 10.2 130 Level of service for minor approach Level of service for major street left -turn movement HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor street left -turn movement currently operates with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. Under no -build conditions, the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during both peak hours. Under build conditions (without improvements), capacity analysis indicates that the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during the AM and PM peak *RAMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 8of11 Under build conditions (with median acceleration lane), capacity analysis indicates that the minor street left - turn movement is expected to operate with moderate delays (between 25 and 50 seconds) during the AM peak hour and short delays (less than 25 seconds) during PM peak hour with the following improvements: ■ Construct one southbound through lane on Rio Road ■ Restripe the existing southbound through lane on Rio Road as a dedicated left -turn lane with 100 feet of storage Collision data was obtained from the Virginia Crash GIS published by VDOT based on data from the Virginia Department of Motor Vehicles (DMV). Data was reported from January 1, 2013 to December 31, 2017 within 150 feet of the study intersection. There have only been five reported collisions over the last 5 years and just one angle crash, so the intersection does not meet the warrant of five or more correctable collisions over a twelve-month period. Additionally, the collision data does not indicate an unusual crash pattern that would be mitigated with the installation of a traffic signal. Table 7 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Forest Drive, and the Synchro and SimTraffic outputs are enclosed for reference. Table 7 Level -of -Service Summary for Rio Road at Dunlora Forest Drive Storage AM PEAK HOUR PM PEAK HOUR CONDITION LANEen GROUP Lh gt Lane Lane Lane Overall Lane Lane Lane Overall �R) LOS Delay Queue OS LOS Delay Queue LOS WBLI - D 26.1 a 37 D sec 27.3 ft(Delay? 32 WBR' Existing (2018) NBT 25 B 13.2 44 B 13.6 33 Traffic Conditions NBR 200 - _ _ NIA _ _ NIA SBL2 225 A 8.9 31 A _ 9.2 _ 47 SBT - I _ _ WBLI - D 34.2 44 E 36.8 27 WBR' No -Build (2023) NBT 25 B 14.6 44 C 15.1 22 Traffic Conditions NBR 200 _ _ _ NIA _ _ _ _ NIA SBL2 225 A 9.3 33 A _ 9.7 36 SBT - _ _ _ WBL' - E 36.4 46 E 39.6 37 WBRI Build (2023) NBT 25 - B _ 14.8 39 C 15.6 29 Conditions NBR 200 - _ _ NIA - _ _ NIA SBLz 225 A 9.4 37 A 9.8 _ 53 SBT - _ _ I _ 1. Level of service for minor approach _ 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor street left -turn movement currently operates with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. Under no -build conditions, the minor _ AMEY KEMP AS$QCIATES Mr. Kevin McDermott Page 9 of 11 street left -turn movement is expected to continue to operate with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to continue to operate with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. No improvements are warranted or recommended at this intersection at build out of the neighborhood. Table 8 summarizes the capacity analysis results for the signalized intersection of Rio Road at Pen Park Road / Waldorf School Road, and the Synchro and SimTraffic outputs are enclosed for reference. Table 8 Level -of -Service Summary for Rio Road at Pen Park Road / Waldorf School Road LANE Storage CONDITION GROUP Length (B) EBL/T/R - WBL/T 350 WBR - Existing (2018) NBL 75 Traffic Conditions NBT NBR 125 SBL 225 SBT - EBL/T/R - WBL/T 350 WBR - No -Build (2023) NBL 75 Traffic Conditions NBT NBR 125 SBL 225 SBT - SBR 100 EBUT/R - WBL/T 350 Build (2023) T 13L 75 Conditions NBT - NBR 125 SBL 225 SBT - SBR 100 AM PEAK HOUR PM PEAK HOUR Lane Lane Lane Overall Lane Lane Lane Overall LOS Delay Queue LOS LOS Delay Queue LOS sec ft Dela ' see D(Delay) C 24.1 103 C 23.7 40 D 35.2 188 C 24.4 80 C 31.0 124 C 29.3 67 B 12.3 130 C A 8.I 56 B B 19.2 261 B 13.5 252 B 14.3 152 (20.4 sec) A 8.8 149 (12.8 sec) B 13.6 142 A 9.4 108 B 16.4 305 A 8.7 217 B 12.0 156 A 6.4 23 C 30.5 135 C 26.6 44 E 56.0 240 C 27.5 80 D 49.5 180 C 32.7 81 B 12.2 160 C A 8.0 82 B B 20.0 383 B 15.2 322 B 13.5 198 (24.9 sec) A 8.5 162 (13.9 sec) B 14.7 199 B 10.9 108 B 16.3 350 A 8.9 235 B 11.2 144 A 6.1 10 C 31.3 124 C 27.4 52 E 58.4 215 C 28.2 80 D 52.3 172 C 33.7 83 B 12.5 166 C A 7.9 71 B C 20.3 382 B 16.0 440 B 13.4 195 (25.6 sec) A 8.4 209 (14.4 sec) B 14.9 220 B 11.4 126 B 16.9 362 A 9.0 224 B 11.1 142 A 1 6.0 20 Capacity analysis indicates that the intersection currently operates at LOS C during the AM peak hour and LOS B during the PM peak hour. Under no -build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS B during the PM peak hour. Under build conditions, capacity analysis indicates that the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS B during the PM peak hour with all movements at LOS E or better. ®RAMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 10 of 11 No improvements are warranted or recommended at this intersection at build out of the neighborhood. It should be noted that the County has submitted a SMART Scale project application to convert the existing signalized Rio Road at Pen Park Road intersection into a roundabout. If the application is successful, and the roundabout is constructed, the roundabout will likely improve the overall LOS for the intersection and will not have an impact on other intersections in this analysis. Table 9 summarizes the capacity analysis results for the unsignalized intersection of Rio Road and Full - movement Driveway, and the Synchro and SimTraffic outputs are enclosed for reference. Note that HCM 6 reports were used for the median acceleration lane scenario. HCM 2000 reports were used for the build with median acceleration lane scenario because HCM 6 does not accurately report two -stage left -turn movements. Table 9 Level -of -Service Summary for Rio Road at Full -movement Driveway CONDITION LANE Storage Length GROUP W Build (2023) EBL' - Conditions EBR' - Without NBL2 100 NBT - Build (2023) EBL' - Conditions EBR' - With Median NBL2 100 NBT - Acceleration Lane SBT/R - 1. 2. 3. AM PEAK HOUR PM PEAK HOUR Lane Lane Lane Overall Lane Lane Lane Overall LOSLOS Delay Queue LOS Dela Y Queue LOS sec ft Dela sec fit Dela F 50.8 149 E 49.9 83 B 13.4 70 B 13.3 36 A 9.0 61 N/A3 A 9.2 74 N/A3 C 23.3 75 C 24.4 62 B 13.4 57 B 13.4 27 A 9.0 40 N/A3 A 9.2 63 N/Ai3 Level of service for minor approach Level of service for major street left -turn movement HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Under build conditions (without improvements), capacity analysis indicates that the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during the AM peak hour and moderate delays (between 25 and 50 seconds) during PM peak hours. Under build conditions (with median acceleration lane), capacity analysis indicates that the minor street left - turn movement is expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours with the following improvements: ■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100 feet of taper ■ Construct a 100 foot southbound right -turn taper on Rio Road ■ Construct the site driveway with one ingress lane and two egress lanes *RAMEY KEMP ASSOCIATES Mr. Kevin McDermott Page 11 of 11 Recommendations Based on the trip generation potential of the site, the following improvements are recommended: Rio Road. at John Warner Parkway / CATEC Driveway: ■ Restripe the existing northbound shared left -through lane on Rio Road to extend the existing storage to Dunlora Drive Rio Road at Dunlora Drive: ■ Construct one southbound through lane on Rio Road ■ Restripe the existing southbound through lane on Rio Road as a dedicated left -turn lane with 100 feet of storage ■ Construct a southbound acceleration lane on Rio Road Rio Road at Right -in Only Driveway: ■ Construct a 100 foot southbound right -turn taper on Rio Road ■ Construct the site driveway with one ingress lane Rio Road at Full -movement Driveway: ■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100 foot taper • Construct a 100 foot southbound right -turn taper on Rio Road r Construct a northbound acceleration lane on Rio Road ■ Construct the site driveway with one ingress lane and two egress lanes Figure 16 shows the recommended lane configuration. We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. Sincerely yours, Ramey Kemp & Associates, Inc. UMM D. Q Lie. No.054363 Nn Michael Bailey, P.E., PTOE Project Manager Enclosures: Figures, VDOT turn lane warrant diagrams, Traffic count data, Synchro output Copy to: Mr. Adam Moore, P.E., VDOT Mr. Ryan 1:lambleton, Kotarides Mr. Scott Collins, P.E., Collins Engineering Mr. Bill Mechnick, LPDA AMEY KEMP ASSOCIATES rL Rp .40 re J �F. � 1�f _.,..--�--�.v rr- u: wa,...•:A!•..cwt ..1 O f �,p � �Ohl �s .r.ar.rw.. n..�.. A�EfiMr � � + (MPIIYtY+'NrrtS Vail . �ry wA�� M. MM��. �_.�F�' ` ��""�� y.YM .q.�....-r ._� f }!. � ��R,a �� ! .. 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'�' • �Ki1l , ! � �r "'°"d - d Tw En]TW YExGewiyy _q ;ACMMl �oa aq .44.�w:.'Y..-.7 �y���N�q• --_ U - ..: •.�..'�. _, 1 Mhia�lt � ., W w+�..rw• Mw.Yr..a—.+..ter � W � F. —..- +nPr•s*rF - �ar ,•are n $d ©RManarpmmaG aRI1RllViil JA'FWu •' 1VfplFAi r...r C G MM1T1aiM1 .4"vl xl!]YE-fG MPANMh NN^Yl 1f4 -� a' ©As^r®mE 1d.. ,W n•: %oMK^-P�.-F ^Nt 4-�61M1 'MF6r^.wa w. d YtA+of�wicwF :dkl-®.- Q ^*c+xrcyr'wivcaaEw.. �,d~wnki�^XsnW ' �R« 'rti1�..�"^� -.�.y i.rF �•,�s �r Krc.i rRi•iw.• aR. is r` - - b�Y�^�~�rs� - OiW MSMMA^ iarrt�f ru � 'r- �, x,N. 1y6 WflFr *J1.1'tlu.µ�Fr ..� t!A_E 41iO VAfir.Y>M^➢ l M4. liuA ..... �.... r-u.,r.�•..�. w++rwi• SdY RAMEY KEMP �ASS0CiATES TRANBPp RTAT hk eNNaNEERS Rio Road Multi -Family Preliminary Site Plan Albemarle County, Virginia Scale: Not to Scale I Figure 2 CATEC Driveway �+ 500' N_ E� John Warner 17,500 vpd 28,000 vpd Rio Parkway 35 mph roll 35 mph Road 200' 300' - " Waldorf School Road LEGEND o 200, 2,300 vpd Dunlora 35 mph Drive N 25' 500 vpd Dunlora Forest T 25 mph Drive 0 0 N O � N t i �J L� �— 350 4,300 vpd pen park IAOt--, f F_ 35 mph Road N IExisting Traffic Signal 0- Existing Lane X' Storage (In Feet) X vpd Average Daily Traffic Rio Road tPAMEY KEMP ASSOCIATES TAgNBP6F7AT10N e1w61NEe RB Existing (2018) Rio Road Multi -Family Lane Configurations Albemarle County, Virginia Scale: Not to Scale I Figure 3 CATEC Driveway �8(28) 0 0 f 674 (636) John Wamer .j i 485 (537) * Rio Parkway 1 * / Road (15) 13 S (824)480� ^ - kn (36) 28 0O " o w o � 62 (24) 66 (22) Dunlora Drive O\ N O M O+ O N 23 (11) °O 14 (7) Dunlora Forest Drive Ln � n ON 0 o m 183 (74) 1 (0) Waldorf School L.- 148 (49)� Pen Park Road ■, Road (6)21� 41 f (0) 2 � M � (11) 51 w W y> v LEGEND X (Y) AM (PM) Peak Hour Traffic Rio Road KEMP Existing (2018) *R,AMEY Rio Road Multi -Family Peak Hour Traffic Volumes A S S O C I A T E S Albemarle County, Virginia RTgTION ENNINEER8 Scale: Not to Scale Figure 4 LEGE X% (Y%) Entering i XX/n Regional Alp "10"i VUlluil _ _RAMEY KEMP ASSOCIATES TRAN8PORTiT14N ENOINE8R8 CATEC Driveway Belvedere Residential Rio Road Multi -Family Distribution Albemarle County, Virginia Scale: Not to Scale I Figure 5 CATEC Driveway John Warner f 63 (41) Rio 20 (68) Parkway (68) 20 i R Road 68 20 M [+1 �D �O v v 13 (8) N 4) Dunlora Drive Belvedere Residential � rm Dunlora Forest Drive 6 v 901 M Waldorf School Pen Park Road Road LEGEND I X (Y) AM (PM) Peak Hour Traffic Rio Road R A M E Y K E M P Belvedere Residential _ _ Rio Road Multi -Family Assignment ASS O C I A T E S Albemarle County, Virginia TRANBPpRTAT1pN EN$INEERR Scale: Not to Scale 1 Figure 6 CATEC Driveway 33% John Warner Parkway 33% "!- Rio Road e M M (33%) M (34%) 330% Dunlora °33%rol-67 /° r--Drive U Dunlora Park M � Residential � i Dunlora Forest Drive v M e v M Waldorf School Pen Park Road Road 0 v M LEGEND X% (Y%) Entering (Exiting) Trip Distribution xxio Regional Trip Distribution Rio Road A K E M P Dunlora Park Residential Rio Road Multi -Family Distribution ASS O C I A T E S Albemarle County, Virginia *RMEY RAN�pORTATION ENOINRERR Scale: Not to Scale I Figure 7 LEGEND X (Y) AM (PM) Peak Hour Traffic _ _RAMEY KEMP - ASSOCIATES TRAN®PDXTATON EN®INEERS CATEC Driveway Rio Road Dunlora Park Residential Rio Road Multi -Family Assignment Albemarle County, Virginia Scale: Not to Scale I Figure 8 CATEC Driveway r 35% John Warner 1 Rio 0 Parkway * Road M v e V1 M Dunlora Drive tn m vn m Dunlora Forest Drive tn M 0 M M Waldorf School Pen Park Road Road 0 M (35%) (s5%) LEGEND E t► P Lane k I Lochlyn Hill X% (Y%) Entering (Exiting) Trip Distribution I Residential XX/ Regional Trip Distribution Rio Road 65% R A M E Y K E M P Lochlyn Hill Residential Rio Road Multi -Family Distribution ASS O C I A T E S Albemarle County, Virginia TR6N$pORTATION ENOINEER$ Scale: Not to Scale Figure 9 CATEC Driveway i 9 John Warner ° (31) Rio Parkway * Road N m_ O Du nlora Drive n N v M Dunlora Forest Drive r N M a Waldorf School Pen Park Road Road N N 00 L 27 (18) O1 51 (34) Pen e k I Lochlyn Hill LanLEGEND y I Residential _ I X (Y) AM (PM) Peak Hour Traffic Rio Road R A M E Y K E M P Lochlyn Hill Residential _ — Rio Road Multi -Family Assignment A S S O C I A T E S Albemarle County, Virginia TRANSPORTATION EN°INEERE Scale: Not to Scale Figure 10 CATEC Driveway �— 63 (41) 9 (31) John Warner Rio Parkway (68) 20 Road � � � (8) 2 -� N v O0 8 (5) r 22 (13) T Dunlora (F Drive N 00 � v v m Dunlora Forest Drive tn M M r1 M Waldorf School Pen Park Road # Road M M LEGEND X (Y) AM (PM) Peak Hour Traffic Rio Road _ R A M E Y K E M P Total Approved Rio Road Multi -Family Development Volumes 1 A S S O C I A T E S Albemarle County, Virginia NBPORTiTION ENOINEEg6 Scale: Not to Scale Figure 11 CATEC Driveway L 9 (31) 0 o v f 804 (741) �J 543 (622) John Warner Rio Parkway ,, (17)14 J N 7 Road (974) 548 -0 — m (48) 33 n o^ 00 Oc 00 VJ1 M N 76 (31) `^ W 95 (37) iDunlora Drive W M O Vl r. c v 25 (12) 1 Dunlora Forest Drive a, 00 00 � o v M o rn '. M N � 201 (81) F1(0) Waldorf School _.j + 163 (54) Pen Park Road• Road (7) 23 J 0 q (12) 56 00 LEGEND X (Y) AM (PM) Peak Hour Traffic Rio Road *RAMEY K E M P No -Build (2023) Rio Road Multi -Family Peak Hour Traffic Volumes A S S O C I A T E S Albemarle County, Virginia N ENOINEERs Scale: Not to Scale Figure 12 CATEC Driveway 1% 0 32% 31% John Warner Rio Road 320/j Parkway y — 31% -'r N e d^ O 1% Site Dunlora l% ■ Drive T\ tn; v, C. a Right -in Onl y Driveway 0 m Full -movement _.j Driveway (65%) (35%) M 0 m iDunlora Forest Drive 0 m r-. 0 N L 1 % Waldorf School 2% Pen Park o 2 /° Road u ` Road 0 N m Rio Road 32% _ RA M E Y K E M P Rio Road Multi -Family Site Trip Distribution A S S Q C! A T E S Albemarle County, Virginia TRANBPOpTATlON BNBINGUpg Scale: Not to Scale TFigure 13 CATEC Driveway 0 10 (27) John WarnerRio Road Parkway (26)10 n o0 N � N v u '7 Y]- G N 0 (1) Dunlora �y ` Drive kn v C G v i n N Right -in Onl V Driveway to N O� Full -movement Driveway (35) 57 � ^, (19) 30 1 o^ r,. rn 0 M Dunlora Forest Drive 0 M � N N Waldorf School + 1 (2) Pen Park Road a 0 Road (1) 0 LEGEND X (Y) AM (PM) Peak Hour V Rio Road _ ___ R A M E Y K E M P Rio Road Multi -Family Site Trip Assignment ASS Q C I A T E S Albemarle County, Virginia TRglYBPDXTgTlOW EN®Ig6�pg Scale: Not to Scale Figure 14 John Wamer Site Full -movement Driveway Waldorf School Road LEGEND X (Y) AM (PM) Peak Hour Trafn-c tPAMEY KEMP ASSOCIATES TRANSPORTATION ENGINEER• CATEC Driveway �^ L 9(31) 804 (741) 0 o v r 553 (649) 1 (17) 14 +1 (974) 548 (74) 43 4 � N � °O 76 (31) 95 (38) T (35) 57 (19) 30 N � v �4D <71 j L► --1 v o � e v, tA n 25 (12) 15 (8) t (— o ao C o c � t 00 eO '� n en, 202 (83) L► �— 1(0) 163 (54) (8) 23 '1 f (0) 2 -►00 (12)56� � �� '4D a�v Rio Road y Rio Road Multi -Family Albemarle County, Virginia Rio Road Dunlora Dunlora Forest Drive Pen Park Build (2023) Peak Hour Traffic Volumes Scale: Not to Scale I Figure 15 CATEC Driveway 500' N_ f- John Warner IF Rio Road Parkway 200' to— ►� f w 300' G w f, a 200' Site + f- Dunlora Drive p Right -in Onl Driveway F C _O Full -movement i Driveway a N o_ 0 G ry 25' Dunlora Forest f Drive 0 0 N O � O N N Waldorf School -.,J I ► * 350i Pen Park LEGEND Road Existing Lane �} + (� Road M1 �N --► Recommended Lane X' Storage (In Feet) Rio Road ` Recommended Lane _ R A M E Y K E M P Rio Road Multi -Family Configuration ASS O C I A T E S Albemarle County, Virginia THANSPpRTAT1pN ENGINEERS Scale: Not to Scale Figure 16 120 100 O 2 W IL so V 7 v1 60 Z Ix F 2 S2 40 Q N 20 W. 44JU sou 4vo 500 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Ad'ustment 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) Rev. 1115 120 ¢ 100 0 x ¢ W IL s0 x W 60 z r 0 40 a 20 PHV APPROACH TOTAL, VEHICLES PER HOUR F-96 .I] Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Ad'ustment 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) Rev. 1115 WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY Zir7 t-. = 700 .r LU 600 500 O 400 Z W 300 a Q- 0 200 0 > 100 800 2 700 i1 W 600 500 O 400 _Z (0 300 O a O 200 100 0L_ 0 0L 0 At -Grade, Unsignal¢ed Intersections L = % Left Turns in VA S = Storage Length Required V = 40 mph (Design Speed) L-5% MEN MUCH Iva • 1 ■■■■■■■■■■■■■■1 ■■■■■■■■■■■■■1 ►i mmmmmmmmm■■■■1 No Left -Turn Lane 200 400 660 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-6 AI -Grade, Unsignafized Intersections L=%Left Turns inVA S = Storage Length Required V = 40 mph (Design Speed) L=10% No Left -Turn Lane Required 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-6 F-78 Bmrn s SerVlce 1"=, 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) AM Peak Site Code ; Start Date : 8/29/2018 Page No : 1 Grou s Printed- Cars + - Trucks CATEC Access John W. Warner Parkway Rio Road Rio Road tart Time Ri ht Southbound Thru Left App. Total Right Westbound Northbound Thru Eastbound 07:00 0 1 1 2 LeH App. Total Ri ht Thru Left Avp. Toni Ri ht Thru Left App. 7ota� Int. Total 07:15 0 0 0 0 0 1 111 50 161 52 1 12 113 69 183 80 65 2 82 0 84 312 07:30 07:45 0 0 0 0 0 2 0 25 168 112 282 137 0 32 105 169 2 7 114 118 0 0 116 125 404 576 Total 0 0 1 0 1 0 2 1 4 181 164 346 142 0 19 573 395 972 161 9 126 6 141 648 411 1 88 50o 20 440 6 466 1940 08:00 08:15 0 0 0 0 3 1 3 1 1 4 153 112 266 140 1 24 165 10 101 5 116 550 08:30 2 0 2 4 7 172 97 273 129 1 22 188 71 246 109 0 152 2 135 2 139 565 08745 1 1 2 4 3 24 126 66 195 97 2 18 133 117 2 1 110 155 6 118 501 Total 3 1 8 12 15 619 346 980 475 4 as 567 15 501 4 17 160 533 476 2092 Grand Total Apprch % 3 21.4 2 14.3 9 64.3 14 19 1192 741 1952 886 5 176 1067 35 941 23 999 4032 Total % Cars + 0.1 0 0.2 0.3 1 0.5 61.1 38 83 0.5 16.5 29.6 18.4 48.4 22 0.1 4.4 26.5 3.5 0.9 94.2 23.3 2.3 0.6 24.8 % Cars + 3 100 2 100 9 100 14 100 19 100 1192 738 1949 886 5 176 100 99.6 99.8 100 100 1067 35 941 23 999 4029 Trucks 0 0 0 0 0 100 0 3 3 100 100 100 100 100 99.9 % Trucks 0 0 0 0 I 0 0 0 0 0 0.4 0.2 0 0 0 0 0 0 0 0 3 0 0 0 0 0 D.1 Burns S4arv;c4e Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) AM Peak Site Code Start Date : 8/29/2018 Page No :2 CATEC Acxess John W. raTnw Parkway Rio Road Rio Road Cr.,+hL..,....d ... - -- --- - Peak Hour Analysis From 07:00 to 08:45 -Peak 1 of 7 - -' ^' ' , iHu �VVL q . Total KI hi I hrU LeH q .Total Int Total Peak Hour for Entire Intersection Begins at 07:30 07:30 07:45 0 0 0 0 0 2 168 112 282 137 0 7 118 0 125 576 08: 0 0 0 0 3 0 3 1 ,, ,, 346 142 0 19 161 9 126 6 141 648 08:15 95 0 0 1 1 1 153 112 266 140 1 24 165 10 101 5 116 550 Total Volume 0 0 4 4 172 97 273 129 1 22 152 2 135 2 139 565 % Aon. Total o n inn 4 8 A I 674 �� � 485 ... 1167 548 _ . _ 2 97 647 28 480 13 521 2339 Burns S*brvice lr =. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) PM Peak Site Code Start Date : 8/29/2018 Page No : 1 Grou s Primed- Cars + - Trucks CATEC Access John W. Warner Parkway Rio Road Rio Road Start Time Ri ht Southbound Thal Left UTm romi Ri ht Westbound Thru I Left LUTM I Northbound Eastbound 16:00 3 1 2 0 6 3 Am Tula 145 119 0 267 Ri ht Thru Left UTm 111 0 a rams Ri ht Ei6ru Left UTm Total Int.rots� 16:15 4 0 2 0 6 3 137 124 0 264 7 132 0 7 0 0 118 139 8 186 2 1 197 588 16:30 2 0 1 0 3 5 145 143 0 293 130 1 9 0 140 7 7 199 183 1 3 1 0 208 617 16:45 Total 1 10 1 2 1 6 0 3 2 159 125 0 286 151 0 9 0 160 6 205 3 0 193 214 629 663 0 18 13 586 511 0 1110 524 1 32 0 557 28 773 9 2 812 2497 17:00 17:15 2 1 0 0 0 1 0 0 2 7 175 139 0 321 155 3 10 0 168 13 188 6 0 207 698 17:30 0 0 3 0 2 3 7 12 154 159 0 320 148 114 0 165 0 5 0 170 5 218 2 0 225 717 17:45 1 0 1 0 2 5 274 147 108 0 260 131 1 14 123 0 8 0 146 12 213 4 0 229 652 Total 4 0 5 0 9 31 624 520 0 1175 574 4 37 0 0 131 615 9 39 149 2 2 162 555 768 14 2 823 2622 Grand Total Apprch % 14 51.9 2 7.4 11 40.7 0 0 27 44 1.9 1210 1031 0 2285 53 1098 5 69 0 1172 67 1541 23 4 1635 5119 Total % 0.3 0 0.2 0 0.5 0.9 45.1 0 23.6 20.1 0 44.6 93.7 0.4 5.9 21.4 0.1 1.3 0 0 22.9 4.1 1.3 94.3 30.1 1.4 0.4 0.2 0.1 Cars + % Cars + 14 100 2 100 11 100 0 0 27 100 44 100 1210 1031 0 2285 100 100 loss 5 69 0 1172 67 1540 23 4 31.9 1634 5118 Trucks 0 0 0 0 0 0 0 100 0 100 100 100 0 100 100 99.9 100 100 99.9 100 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 0 0 0 0.1 0 0 0.1 0 Burrs S4a1rvicQb In=, 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) PM Peak Site Code Start Date : 8/29/2018 Page No : 2 CATEC Access I John W. Warner Parkway Rio Road Rio Road Peak Hour Analysis From 1 6:00 l0 17:45 -Peak 1 of 1 11L 1iuu men uim Tom pi— Inru Lett UTm -rote, ,mT�, Peakht Hour for Entire Intersection Begins at 16:45 16:45 17:00 1 1 1 0 3 2 0 0 2 159 125 0 286 151 0 9 0 160 6 205 3 0 214 663 17:15 0 2 1 0 1 0 7 175 139 0 321 155 3 10 0 168 13 188 6 0 207 698 17:30 2 0 0 3 0 3 7 154 159 0 320 165 0 5 0 170 5 218 2 0 225 717 Total Volume 4 1 5 0 10 12 28 148 636 114 0 274 131 1 14 0 146 12 213 4 0 229 652 % ADO. Total 537 0 1201 602 4 38 0 644 36 824 15 0 875 2730 CATEC Access C� Out In Total 47 07 \c Od` Right Thru Left UTrn Peak Hour Data �pr ? t ca �o vp r� North 6 C o — a � Peak Hour Begins at 16:45 co m Cars+ O m L ks C .� NO m 0 C% 4 I UT Left Thru Ri !J 3 4 602 \a F 574 6 \ Out In Total ® O° Burns Siervice Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) AM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars + -Trucks Rio Road Dunlora Drive Rio Road Start Time Thru I8pp. Souhbound Total Westbound Right I Left I App. Total Right I Northbound 07:00 48 5 53 7 5 12 4 Thru I App. Total Int. Total 07:15 07:30 61 117 6 5 67 14 7 21 1 60 88 64 89 129 177 07:45 127 15 122 142 22 10 32 9 29 38 1 149 150 304 Total 353 31 384 52 51 103 10 16 159 169 349 959 456 472 08:00 08:15 109 79 10 18 119 97 15 11 26 11 149 160 305 0810 63 5 68 16 16 32 14 13 27 2 3 136 122 138 267 08A5 Total 64 315 8 41 72 12 13 25 5 104 125 109 220 206 356 57 53 110 21 511 532 998 Grand Total APPrch % 668 90.3 72 9.7 740 109 104 213 37 967 1004 1957 Total % 34.1 3.7 37.8 51.2 48.8 5.6 5.3 10.9 3.7 1.9 96.3 49.4 51.3 Cars + % Cars + 657 98.4 67 93.1 724 97.8 109 103 212 100 99 36 957 993 1929 Trucks 11 5 16 99.5 0 1 1 97.3 99 98.9 98.6 % Trucks 1.6 6.9 2.2 0 1 0.5 1 2.7 10 1 11 1.1 28 1.4 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) AM Peak Site Code Start Date : 8/29/2018 Page No : 2 Rio Road Southbound Start Time Thru I Left I LAM — Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 117 5 07:45 127 15 08:00 109 10 08:15 79 18 Total Volume 432 48 Dunlora Drive Rio Road 122 22 10 32 1 149 150 304 142 9 29 38 10 159 169 349 119 15 11 26 11 149 160 305 97 16 16 32 2 136 138 267 480 62 66 128 24 593 617 1225 Burns Service inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) PM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars + - Trucks Rio Road Dunlora Drive Rio Road Start Time Thru Southbound Left Aop. Total Westbound Ri ht Left A Northbound 16:00 90 31 121 . Total 4 2 6 Right I Thru . Total Int. Total 16:15 16:30 96 99 13 109 4 7 11 8 8 117 135 125 143 252 263 16:45 100 18 18 117 118 5 5 10 7 6 13 5 129 134 261 Total 385 80 4651 20 20 4D 1 6 27 148 154 285 1061 529 556 17:00 17:15 119 116 20 17 139 133 5 2 7 4 7 170 177 323 17:30 112 13 125 3 7 8 11 19 10 8 160 132 170 140 310 17:45 Total 90 437 13 63 103 500 6 5 11 23 6 116 122 284 236 21 44 31 578 609 1153 Grand Total Apprch % 822 85.2 143 14.8 965 43 41 84 58 1107 1165 2214 Total % 37.1 6.5 43.6 51.2 48.8 1.9 1.9 3.8 5 2.6 95 50 52.6 Cars + % Cars + 815 99.1 138 96.5 953 98.8 43 41 84 100 100 100 58 1103 1161 2198 Trucks 7 5 12 0 0 0 100 0 99.6 99.7 99.3 Trucks 0.9 3.5 1.2 0 0 0 0 4 0.4 4 0.3 16 0.7 Burns SomrViiCEE lnc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) PM Peak Site Code Start Date : 8/29/2018 Page No : 2 Rio Road ��S�iaTimwe Southbound Thru Left Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 100 18 17:00 119 20 17:15 116 17 17:30 112 13 Total Volume 447 68 Dunlora Drive Rio Road 118 139 133 125 515 7 5 4 8 ' 24 6 2 3 11 22 13 7 7 19 46 6 7 10 8 31 148 170 160 132 610 154 177 170 140 641 285 323 310 284 1202 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 File Name : Dunlora Forest Drive AM Counted By: Rupinski Site Code : 00000001 Weather: Clear Start Date : 8/21/2019 Equipment ID: 4792 Page No : 1 Groups Printed- Unshifted Rio Road Dunlora Forest Drive Rio Road Start Time Thru From North Left Peds I App. Total Right From East I Left Peds App. Total From South Ri ht Thru Peds 07:30 AM 0 3 0 3 11 4 0 15 2 A 0 . Total Int. Total 07:45 AM 0 2 0 2 4 5 0 9 0 0 0 0 2 20 Total 0 5 0 5 15 9 0 24 2 0 0 0 2 11 31 08:00 AM 0 08:15 AM 0 3 0 0 3 0 0 2 3 0 5 3 0 0 3 11 Grand Total 0 8 0 8 6 23 2 0 14 0 8 37 2 7 0 0 0 2 10 Apprch % 0 100 0 62.2 37.8 0 100 0 0 0 7 52 Total % 0 15.4 0 15.4 44.2 26.9 0 71.2 13.5 0 0 13.5 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Rupinski Weather: Clear Equipment 1D: 4792 ruo Roaa Dunlora Forest Dr From North From East Start Time Thru Left Peds APP- Total Ri ht g Left Peds Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 3 0 3 11 4 0 07:45 AM 0 2 0 2 4 5 0 08:00 AM 0 3 0 3 2 3 0 08:15 AM 0 0 0 0 6 2 0 Total Volume 0 $ 0 8 23 14 0 % . Total 0 100 0 62.2 37.8 0 File Name : Dunlora Forest Drive AM Site Code : 00000001 Start Date : 8/21 /2019 Page No : 2 From South APP Total Right Thru Peds To al Int. Total 15 9 5 $ 37 2 0 3 2 0 0 0 0 0 0 0 0 2 0 3 2 20 11 11 10 7 0 0 7 100 0 0 52 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 File Name Counted By: Lee : Dunlora Forest Drive PM Site Code Weather: Clear : 00000007 Start Date Equipment ID: 4792 : 8/21/2019 Page No : 1 05:00 PM 0 5 0 5 1 3 0 4 1 0 0 1 10 05:15PM 0 6 0 6 3 1 0 4 5 0 0 5 15 05:30 PM 0 5 0 5 5 1 0 6 2 0 0 2 13 Grand Total 0 19 0 19 11 7 0 18 0 0 9 46 Apprch % 0 100 0 61.1 38.9 0 100 0 0 Total % 0 41.3 0 41.3 23.9 15.2 0 39.1 19.6 0 0 19.6 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Lee Weather: Clear Equipment ID: 4792 From North Start Time Thru Left I Peds F App' Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 3 0 3 05:00 PM 0 5 0 5 05:15 PM 0 6 6 05:30 PM 0 5 0 5 Total Volume 0 19 0 19 % App. Total 0 100 0 From East WightT Left Peds 2 2 0 1 3 0 3 1 0 5 1 0 1i 7 0 61.1 38.9 0 File Name : Dunlora Forest Drive PM Site Code : 00000007 Start Date : 8/21 /2019 Page No : 2 From South Right al g Thru Peds App' Total Int. Total 4 1 0 0 1 8 4 1 0 0 1 10 4 5 0 0 5 15 6 2 0 0 2 13 8 9 0 0 9 46 100 0 0 Bums Servic@ lnc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) AM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars + - Trucks Southbound Rio Road Pen Park Road Rio Road Waldrof School Road Start Time Right Thru Left Peda p roml RI ht Westbound -1h Left Peds a . rmel Northbound R" ht Thru Leff Peda rom Ri h[ Eastbound Thru Left 07:00 2 41 8 0 51 15 0 16 0 31 6 46 1 0 53 1 0 0 Peda rom Inc Total 07:15 2 51 18 0 71 22 0 12 0 34 20 62 4 0 86 0 0 0 0 0 1 0 136 191 07:30 07:45 5 13 67 95 39 71 0 0 111 46 0 31 0 77 36 88 8 0 132 2 1 0 0 3 323 Total 22 254 136 0 179 412 65 148 1 1 54 0 113 0 120 262 48 87 26 0 110 283 39 161 8 1 5 0 14 474 0 432 11 2 5 0 18 1124 08:00 08:15 11 5 81 95 18 10 1 111 54 0 45 0 99 18 90 28 1 137 27 0 9 0 36 383 08:30 3 64 5 0 0 110 72 18 20 0 18 0 36 9 108 9 0 126 14 0 7 0 21 293 08:45 1 74 5 0 80 9 0 0 12 0 16 0 32 25 5 92 3 0 9 100 9 0 5 0 14 218 Total 20 314 38 1 373 101 0 91 0 192 98 1 0 41 388 41 1 108 471 3 1 3 0 7 220 53 1 24 0 78 1114 Grand Total Apprch % 42 5.4 568 72.4 174 22.2 1 0.1 785 249 54.8 1 204 0 454 151 671 80 1 903 64 3 29 0 96 2238 Total % 1.9 25.4 7.8 0 35.1 11.1 0.2 0 44.9 0 9.1 0 20.3 16.7 74.3 8.9 0.1 6.7 30 3.6 66.7 3.1 30.2 0 Cars + 42 568 174 1 785 249 1 204 0 454 0 151 671 80 1 40.3 903 2.9 64 0.1 3 1.3 0 4.3 29 0 % Cars + Trucks 100 0 100 0 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 100 0 96 100 2238 100 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BLArms Sew.,ii=4a Ih4--, 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) AM Peak Site Code Start Date : 8/29/2018 Page No :2 Rio Road Peak Hour Analysis From 07:00 to WAS - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 5 67 39 0 111 46 07:45 13 95 71 0 179 65 08:00 11 81 18 1 111 54 08:15 5 95 10 0 110 18 TOM Volume 34 33B 138 1 511 183 Pen Park Road Rio Road z,,,__L�___, _ _ Waldrof School Road 0 31 1 54 0 45 0 18 1 148 0 0 0 0 0 77 120 99 36 332 36 48 18 9 111 88 87 90 108 373 8 26 28 9 71 0 0 1 0 1 132 161 137 126 556 2 8 27 14 1 1 0 0 0 5 9 7 0 0 0 0 3 14 36 21 323 474 383 293 51 2 21 0 74 1473 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charloftesville(Rio and Pen Park) PM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars + -Trucks Rio Road Pen Park Road Rio Road Waldorf School Road Southbound Westbound Northbound Eastbound Start Time RI ht Thru Left Peds a rorN Ri ht Thru Left Pade n .. Ri ht Thru Left Peds rom Ri ht Thru Left Pads roml in,.rwei 16:00 0 78 14 0 92 11 0 12 0 23 12 109 1 0 122 1 0 2 0 3 240 16:15 2 86 18 0 106 19 0 9 0 28 20 128 2 0 150 4 0 1 0 5 289 16:30 4 83 28 0 115 21 D 9 0 30 18 105 0 0 123 3 0 2 0 5 273 16:45 0 99 23 0 122 23 0 15 0 38 16 129 0 0 145 0 0 1 0 1 306 Total 6 346 83 0 435 74 0 45 0 119 66 471 3 0 540 8 0 6 0 14 1108 17:00 1 100 29 0 130 18 0 14 0 32 22 161 4 0 187 2 0 1 1 4 353 17.15 2 93 29 1 125 19 0 15 0 34 24 148 3 0 175 8 0 3 0 11 345 17:30 0 89 24 0 113 14 0 5 0 19 27 126 0 0 153 1 0 1 0 2 287 17:45 0 87 18 0 105 14 0 13 0 27 20 112 0 0 132 0 0 0 1 1 265 Total 1 3 369 100 1 473 65 0 47 0 112 93 547 7 0 647 11 0 5 2 18 1250 Grand Total 9 715 183 1 908 139 0 92 0 231 159 Iola 10 0 1187 19 0 11 2 32 2358 Apprch % 1 78.7 20.2 0.1 60.2 0 39.8 0 13.4 85.8 0.8 0 59.4 0 34.4 6.2 Total % 0.4 30.3 7.8 D 38.5 5.9 0 3.9 0 9.8 6.7 43.2 0.4 0 50.3 0.8 0 0.5 0.1 1.4 Cars + 9 715 183 1 908 139 0 92 0 231 159 Iola 10 0 1187 19 0 11 2 32 2358 % Cars + 100 100 100 100 100 100 0 100 0 100 100 100 100 0 100 100 0 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D D 0 0 0 0 0 Bums Service lrnc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesviile(Rio and Pen Park) PM Peak Site Code Start Date : 8/29/2018 Page No :2 Rio Road Pen Park Road Rio RoadI Waldorf School Road . ..-- Peak Hour Analysis From 1B:00 to 17:45 - Pee 1 of 1 of 1 ••••- ---•• - n .'mi mill"' Illlu USTL Neds T°t°I Ri ht Thru Left PC& . T°"' '"t T°m' Peak Hour for Entire Intersection Begins at 16:45 16:45 0 99 23 0 122 23 0 15 0 38 16 129 0 0 145 0 0 1 17:00 1 100 29 0 130 18 0 14 0 32 22 161 4 0 187 2 0 1 306 17:15 2 93 29 1 125 19 0 15 0 34 24 148 3 0 175 8 0 0 1 1 4 353 17:30 0 89 24 0 113 14 0 5 0 19 27 126 0 0 3 0 11 345 Total Volume 3 381 105 1 490 74 0 49 0 123 89 564 7 0 153 1 0 1 0 2 287 % App.T 88o 11 0 6 1 18 1291 Rio Road Multi -Family - Albemarle County, VA Existing (2018) Conditions 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour } ---► -%t ■--k 4\t to► Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I +T+ f. 0, ,# 41 a, Traffic Volume (vehlh) 13 480 28 485 674 8 97 2 556 4 1 1 Future Volume (vehlh) 13 480 28 485 674 8 97 2 556 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pod -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhlln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, vehlh 14 533 31 539 749 9 108 2 618 4 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh1h 24 1423 83 567 1350 1155 196 4 682 10 3 11 Arrive On Green 0.01 0.42 0.42 0.32 0.72 0.72 0.11 0.11 0.11 0.01 0.01 0.01 Sat Flow, vehlh 1781 3413 198 1781 1870 1585 1750 32 1585 1439 360 1585 Grp Volume(v), vehlh 14 277 287 539 749 9 110 0 618 5 0 1 Grp Sat Flow(s),veh/Wln 1781 1777 1835 1781 1870 1585 1783 0 1585 1798 0 1585 Q Serve(g_s), s 1.5 20.8 20.9 57.1 35.9 0.3 11.3 0.0 21.6 0.5 0.0 0.1 Cycle Q Clear(g_c), s 1.5 20.8 20.9 57.1 35.9 0.3 11.3 0.0 21.6 0.5 0.0 0.1 Prop In Lane 1.00 0.11 1.00 1.00 0.98 1.00 0.80 1.00 Lane Grp Cap(c),vehlh 24 741 765 567 1350 1155 200 0 682 13 0 11 V/C Ratio(X) 0.57 0.37 0.38 0.95 0.55 0.01 0.55 0.00 0.91 0.39 0.00 0.09 Avail Cap(c_a), vehm 78 741 765 723 1350 1155 200 0 682 97 0 85 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 94.6 38.9 38.9 64.3 12.5 7.1 81.1 0.0 51.4 95.4 0.0 95.2 Incr Delay (0), slveh 19.6 1.4 1.4 19.7 0.5 0.0 3.2 0.0 15.9 18.2 0.0 3.3 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehlln 1.5 14.6 15.0 37.8 21.3 0.2 9.2 0.0 39.9 0.6 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 114.2 40.3 40.3 84.0 13.0 7.1 84.3 0.0 67.3 113.6 0.0 98.5 LnG LOS F D D F B A F A E F A F Approach Vol, vehlh 578 1297 728 6 Approach Delay, slveh 42.1 42.5 69.9 111.1 Approach LOS D D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 68.1 85.9 30.0 9.2 144.8 9.0 Change Period (Y+Rc), s * 6.7 * 5.5 ' 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 ° 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+11), s 59.1 22.9 23.6 3.5 37.9 2,5 Green Ext Time (p-c), s 2.3 6.7 0.0 0.0 13.8 0.0 Intersection Summary HCM 6th Ctrl Delay 50.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 Rio Road Multi -Family - Albemarle County, VA Existing (2018) Conditions 2: Rio Road & Dunlora Drive Timing Plan; AM Peak Hour Intersection Int Delay, slveh 3.5 Movement WBL WBR Lane Configurations I r Traffic Vol, vehm 66 62 Future Vol, veh/h 66 62 Conflicting Peds, #/hr 0 0 Sign Control Stop Stop RT Channelized - None Storage Length 0 200 Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow NBT NBR SBL SBT 1� I 593 24 48 465 593 24 48 465 0 0 0 0 Free Free Free Free - None - None 50 0 0 0 0 0 - 0 88 88 88 88 88 88 2 2 2 2 2 2 75 70 674 27 55 528 Major/Minor Minorl Ma'orl Major2 Conflicting Flow All 1326 688 0 0 701 0 Stage 1 688 _ Stage 2 638 _ - Critical Hdwy 6.42 6.22 - 412 - Critical Hdwy Stg 1 5.42 - - _ Critical Hdwy Stg 2 5.42 - _ _ _ Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 172 446 - 896 Stage 1 499 - _ Stage 2 526 - _ Platoon blocked, % Mov Cap-1 Maneuver 162 446 896 Mov Cap-2 Maneuver 162 Stage 1 499 _ Stage 2 494 Approach WB NB SB HCM Control Delay, s 30.3 0 0.9 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (vehlh) 162 446 896 - HCM Lane V/C Ratio 0.463 0.158 0.061 - HCM Control Delay (s) - 45.1 14.6 9.3 - HCM Lane LOS _ F B A _ HCM 95th %tile Q(veh) - 2.2 0.6 0.2 - RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA Existing (2018) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, slveh 0.6 Movement WBL WBR NBT NBR Lane Configurations 11 F + F Traffic Vol, vehlh 14 23 594 7 Future Vol, vehlh 14 23 594 7 Conflicting Peds, #Ihr 0 0 0 0 Sign Control Stop Stop RT Channelized - None Storage Length 0 25 Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 90 90 Heavy Vehicles, % 2 2 Mvmt Flow 16 26 Free Free - None - 200 SBT 8 523 8 523 0 0 Free Free None 225 - 0 - - 0 0 - 0 90 90 90 90 2 2 2 2 660 8 9 581 Major/Minor Minor1 Maori Ma•or2 Conflicting Flow All 1259 660 0 0 668 0 Stage 1 660 - _ _ Stage 2 599 - _ - Critical Hdwy 6.42 6.22 - 412 Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - _ Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 188 463 - 922 Stage 1 514 - _ Stage 2 549 - Platoon blocked, % _ Mov Cap-1 Maneuver 186 463 - - 922 Mov Cap-2 Maneuver 186 - Stage 1 514 - Stage 2 544 A roach WB NB SB HCM Control Delay, s 18.1 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) 186 463 922 - HCM Lane VIC Ratio 0.084 0.055 0.01 HCM Control Delay (s) 26.1 13.2 8.9 HCM Lane LOS _ D B A HCM 95th %tile Q(veh) 0.3 0.2 0 RICH Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA Existing (2018) Conditions 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour -► *-- t 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 Of C r I + F Traffic Volume (vehlh) 21 2 51 148 1 183 71 397 111 138 365 34 Future Volume (veh/h) 21 2 51 148 1 183 71 397 111 138 365 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhfln 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 27 3 65 190 1 235 91 509 142 177 468 44 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 Cap,vehlh Arrive On Green 72 0.21 37 0.21 80 0.21 267 1 327 397 687 582 378 2 741 2 628 Sat Flow, vehlh 0 179 387 0.21 751 0.21 4 0.21 1585 0.06 1781 0.37 0.37 0.09 0.40 0.40 Grp Volume(v), vehlh 95 0 0 191 0 1870 1585 1781 1870 1585 Grp Sat Flow(s),vehlh/ln 566 0 0 755 0 235 1585 91 1781 509 1870 142 1585 177 1781 468 1870 44 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 8.8 2.0 15.1 4.0 3.8 12.9 1.1 Cycle Q Clear(g_c), s 13.2 0.0 0.0 13.2 0.0 8.8 2.0 15.1 4.0 3.8 12.9 1.1 Prop In Lane 0.28 0.68 0.99 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 189 0 0 268 0 327 397 687 582 378 741 628 VIC Ratio(X) Avail Cap(c a), vehlh 0.50 189 0.00 0.00 0.71 0.00 0.72 0.23 0.74 0.24 0.47 0.63 0.07 HCM Platoon Ratio 1.00 0 1.00 0 1.00 268 1.00 0 1.00 327 1.00 639 1.00 1249 1.00 1058 1.00 568 1.00 1249 1.00 1058 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 22.0 0.0 0.0 26.6 0.0 23.6 12.0 17.6 14.1 12.7 15.5 12.0 Incr Delay (d2), slveh 2.1 0.0 0.0 8.6 0.0 7.4 0.3 1.6 0.2 0.9 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehRn 2.2 0.0 0.0 6.2 0.0 6.7 1.3 10.0 2.3 2.5 8.6 0.6 Unsig. Movement Delay, slveh LnGrp Delay(d),stveh 24.1 0.0 0.0 35.2 0.0 31.0 12.3 19.2 14.3 13.6 16.4 12.0 LnGrp LOS C A A D A C B B B B B B Approach Vol, vehm 95 426 742 689 Approach Delay, slveh 24.1 32.9 17.4 15.4 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.2 30.8 20.0 11.3 32.6 20.0 Change Period (Y+Rc), s 7.3 7.3 ' 6.8 7.3 7.3 ' 6.8 Max Green Setting (Gmax), s 12.7 42.7 % 13 12.7 42.7 13 Max Q Clear Time (g_c+i1), s 5.8 17.1 15.2 4.0 14.9 15.2 Green Ext Time (p-c), s 0.3 6.3 0.0 0.1 5.7 0.0 Intersection Summa HCM 6th Ctrl Delay 20.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green, ` HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Queuing and Blocking Report Existing (2018) Conditions Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB Directions Served L T EB TR WB L WB T WB R NB NB SB SB Maximum Queue (ft) 47 314 288 466 310 19 LT 124 R 190 LT 23 R 6 Average Queue (ft) 13 171 95th Queue (ft) 41 266 137 250 220 377 123 259 1 11 81 137 117 193 3 13 0 Link Distance (ft) 1309 Upstream Blk Time (%) 956 956 162 309 3 Queuing Penalty (veh) 3 19 Storage Bay Dist (ft) 200 Storage Blk Time (%) 6 300 0 500 75 125 Queuing Penalty (veh) 17 0 20 1412 13 old Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 107 106 199 65 21 Average Queue (ft) 38 38 28 22 1 95th Queue (ft) 84 80 118 56 17 Link Distance (ft) 506 236 162 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 0 2 Queuing Penalty (veh) 0 9 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB Directions Served L R L Maximum Queue (ft) 37 44 31 Average Queue (ft) 10 13 4 95th Queue (ft) 33 34 21 Link Distance (ft) 166 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Blk Time (%) 6 3 Queuing Penalty (veh) 1 0 RKA SimTraffic Report Page 1 Queuing and Blocking Report Existing (2018) Conditions Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB Directions Served LTR LT R NB L NB T NB R SB SB SB Maximum Queue (ft) 103 188 124 Average Queue (ft) 36 74 43 130 34 261 152 L 142 T 305 R 156 95th Queue (ft) 80 145 89 86 109 203 34 84 52 102 116 236 18 78 Link Distance (ft) 740 1306 Upstream Blk Time (%) 976 523 Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) 75 0 125 225 100 Queuing Penalty (veh) 2 15 29 12 Network Summary Network wide Queuing Penalty: 218 RKA SimTraffic Report Page 2 Rio Road Apartments - Albemarle County, VA Existing (2018) Conditions 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour -10.%**-- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations �i K + f, 4 q f 41'- It Traffic Volume (vehlh) 15 824 36 537 636 28 38 4 602 5 1 4 Future Volume (vehlh) 15 824 36 537 636 28 38 4 602 5 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhAn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, vehlh 16 886 39 577 684 30 41 4 647 5 1 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 27 1360 60 604 1341 1153 182 18 715 16 3 17 Arrive On Green 0.01 0.39 0.39 0.34 0.72 0.72 0.11 0.11 0.11 0,01 0.01 0.01 Sat Flow, vehlh 1781 3467 153 1781 1870 1585 1630 159 1585 1496 299 1585 Grp Volume(v), vehlh 16 454 471 577 684 30 45 0 647 6 0 4 Grp Sat Flow(s),vehlhlln 1781 1777 1843 1781 1870 1585 1789 0 1585 1796 0 1585 Q Serve(g_s), s 1.7 40.3 40.3 61.1 31.5 1.0 4.4 0.0 21.6 0.6 0.0 0.5 Cycle Q Clear(g_c), s 1.7 40.3 40.3 61.1 31.5 1.0 4.4 0.0 21.6 0.6 0.0 0.5 Prop In Lane 1.00 0.08 1.00 1.00 0.91 1.00 0.83 1.00 Lane Grp Cap(c), vehlh 27 697 723 604 1341 1153 200 0 715 19 0 17 VIC Ratio(X) 0.60 0.65 0.65 0.96 0.51 0.03 0.22 0.00 0.91 0.31 0.00 0.23 Avail Cap(c_a), vehlh 78 697 723 723 1341 1153 200 0 715 97 0 85 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 94.5 47.9 47.9 62.4 12.2 7.3 78.1 0.0 49.1 94.8 0.0 94.7 Incr Delay (0), slveh 19.9 4.7 4.5 21.2 0.3 0.0 0.6 0.0 15.1 8.8 0.0 6.9 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehfIn 1.7 26.0 26.8 40.3 19.1 0.7 3.8 0.0 41.3 0.6 0.0 0.4 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 114.4 52.6 52.4 83.6 12.5 7.3 78.6 0.0 64.3 103.6 0.0 101.5 LnG LOS F D D F B A E A E F A F Approach Vol, vehlh 941 1291 692 10 Approach Delay, slveh 53.6 44.2 65.2 102.8 Approach LOS D D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 72.1 81.2 30.0 9.5 143.8 9.7 Change Period (Y+Rc), s * 6.7 * 5.5 * 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+l1), s 63.1 42.3 23.6 3.7 33.5 2.6 Green Ext Time (p-c), s 2.3 7.3 0.0 0.0 11.7 0.0 Intersection Summary HCM 6th Ctrl Delay 52.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier, RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Existing (2018) Conditions 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Intersection Int Delay, slveh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations IN F TO I f Traffic Vol, vehlh 22 24 620 31 68 506 Future Vol, vehlh 22 24 620 31 68 506 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 50 - Veh in Median Storage, # 0 - 0 _ - 0 Grade, % 0 - 0 _ - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 26 667 33 73 544 Major/Minor Minorl Major1 Ma'or2 Conflicting Flow All 1374 684 0 0 700 0 Stage 1 684 - - - - - Stage 2 690 - _ - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - _ - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 - - 2,218 Pot Cap-1 Maneuver 160 449 - 897 Stage 1 501 - - _ Stage 2 498 - - _ Platoon blocked, % _ Mov Cap-1 Maneuver 147 449 - - 897 Mov Cap-2 Maneuver 147 - - _ Stage 1 501 - Stage 2 458 - - - _ Approach WB NB SB HCM Control Delay, s . 23.4 0 1.1 HCM LOS C Minor LanelMa'or Mvmt NST NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) - 147 449 897 HCM Lane V/C Ratio - 0.161 0.057 0.082 HCM Control Delay (s) - 34.1 13.5 9.4 HCM Lane LOS - - D B A HCM 95th %tile Q(veh) - 0.6 0.2 0.3 RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Existing (2018) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR Lane Configurations s Traffic Vol, vehlh 7 11 640 9 Future Vol, vehlh 7 11 640 9 Conflicting Peds, #Ihr 0 0 0 0 Sign Control Stop Stop RT Channelized None Storage Length 0 25 Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 90 Heavy Vehicles, % 2 Mvmt Flow 8 Free Free - None - 200 SBT 19 509 19 509 0 0 Free Free None 225 - 0 - - 0 0 - 0 90 90 90 90 90 2 2 2 2 2 12 711 10 21 566 Major/Minor Minorl Ma'or1 '2 Conflicting Flow All 1319 711 0 —Major 0 721 0 Stage 1 711 - _ _ - Stage 2 608 - - _ Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 - - 2.218 Pot Cap-1 Maneuver 173 433 - - 881 Stage 1 487 - _ Stage 2 543 - - Platoon blocked, % _ Mov Cap-1 Maneuver 169 433 - - 881 Mov Cap-2 Maneuver 169 _ _ Stage 1 487 Stage 2 530 Approach WB NB SB HCM Control Delay, s 18.9 0 0.3 HCM LOS C Minor LanelMa'or Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) 169 433 881 HCM Lane VIC Ratio - 0.046 0.028 0.024 HCM Control Delay (s) - - 27.3 13.6 9.2 HCM Lane LOS - - D B A HCM 95th %tile Q(veh) - - 0.1 0.1 0.1 RKA Synchro 10 Report Page 2 Rio Road Apartments - Albemarle County, VA Existing (2018) Conditions 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: PM Peak Hour `-► '- 4- t 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *4 4 iK I I r I i� r Traffic Volume (vehlh) 6 1 11 49 1 74 7 569 89 105 408 3 Future Volume (vehm) 6 1 11 49 1 74 7 569 89 105 408 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hAn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, vehm 7 1 12 54 1 81 8 625 98 115 448 3 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh Arrive On Green 114 0.08 24 0.08 76 0.08 252 4 130 496 852 722 397 973 825 Sat Flow,vehm 323 295 928 0.08 1491 0.08 43 0.08 1585 0.01 1781 0.46 1870 0.46 1585 0.07 1781 0.52 1870 0.52 Grp Volume(v), vehm 20 0 0 55 0 81 8 625 98 115 448 1585 3 Grp Sat Flow(s),vehlhAn 1546 0 0 1533 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 2.7 0.1 15.1 2.0 1.8 8.4 0.1 Cycle Q Clear(g_c), s 1.7 0.0 0.0 1.6 0.0 2.7 0.1 15.1 2.0 1.8 8.4 0.1 Prop In Lane 0.35 0.60 0.98 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 215 0 0 255 0 130 496 852 722 397 973 825 V/C Ratio(X) 0.09 0.00 0.00 0.22 0.00 0.62 0.02 0.73 0.14 0.29 0.46 0.00 Avail Cap(c_a), veh/h 448 0 0 475 0 378 886 1445 1224 673 1445 1224 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Uniform Delay (d), slveh 23.6 0.0 0.0 24.0 0.0 24.5 8.1 12.3 8.7 9.0 8.4 6.4 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 0.0 4.8 0.0 1.2 0.1 0.4 0.3 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We BackOfQ(95%),veh/In 0.4 0.0 0.0 1.2 0.0 2.0 0.1 8.9 1.0 1.0 4.7 0.0 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 23.7 0.0 0.0 24.4 0.0 29.3 8.1 13.5 8.8 9A 8.7 6.4 LnGrp LOS C A A C A C A B A A A A Approach Vol, veh/h 20 136 731 566 Approach Delay, s/veh 23.7 27.3 12.8 8.8 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.4 32.5 11.3 7.9 36.1 11.3 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 " 13 12.7 42.7 ' 13 Max Q Clear Time (g_c+l1), s 3.8 17.1 3.7 2.1 10.4 4.7 Green Ext Time (p-c), s 0.2 8.1 0.0 0.0 5.5 0.3 Intersection Sum a" HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Queuing and Blocking Report Existing (2018) Conditions Rio Road Apartments - Albemarle county, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB Directions Served L T BB TR WB L WB T WB NB NB SB SB Maximum Queue (ft) 276 782 400 654 330 R 29 LT 124 R 180 LT R 30 11 Average Queue (ft) 27 350 278 317 84 3 56 143 4 1 95th Queue (ft) 129 633 Link Distance (ft) 1309 437 546 956 226 956 17 123 209 18 6 Upstream Blk Time (%) 162 8 309 Queuing Penalty (veh) 53 Storage Bay Dist (ft) 200 Storage Blk Time (%) 30 300 8 500 75 125 Queuing Penalty (veh) 139 36 10 alz 31 III Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 SB SB Directions Served L R TR T L T Maximum Queue (ft) 58 66 302 47 92 138 Average Queue (ft) 15 19 76 2 32 10 95th Queue (ft) 42 51 222 24 75 71 Link Distance (ft) 506 236 573 162 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 10 1 Storage Bay Dist (ft) 200 50 Storage Bilk Time (%) 4 Queuing Penalty (veh) 99 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB Directions Served L R L Maximum Queue (ft) 32 33 47 Average Queue (ft) 5 9 g 95th Queue (ft) 22 30 33 Link Distance (ft) 350 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Bilk Time (%) 3 2 Queuing Penalty (veh) 0 0 RKA SimTraffic Report Page 1 Queuing and Blocking Report Existing (2018) Conditions Rio Road Apartments - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 40 80 67 Average Queue (ft) 9 27 23 56 4 252 121 149 27 108 217 23 95th Queue (ft) 29 62 49 Link Distance (ft) 736 1306 31 210 976 86 40 64 68 167 1 9 Upstream Blk Time (%) 546 Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) 75 125 225 100 Queuing Penalty (veh) 13 13 2 3 Network Summary Network wide Queuing Penalty: 352 RKA SimTraffic Report Page 2 Rio Road Multi -Family - Albemarle County, VA No -Build (2023) Conditions 1: Rio Road & John Warner Parkway & CATEC Drivewal Timing Plan: AM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations #1, Traffic Volume (vehlh) 14 548 33 543 804 9 115 2 639 4 1 1 Future Volume (vehlh) 14 548 33 543 804 9 115 2 639 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 No 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhAn 1870 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 16 609 37 603 893 10 128 2 710 4 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap,veh1h 27 1299 79 629 1347 1153 196 3 737 10 3 2 11 Arrive On Green Sat Flow,vehlh 0.01 0.38 0.38 0.35 0.72 0.72 0.11 0.11 0,11 0.01 0.01 0.01 Grp Volume(v), vehlh 1781 16 3403 207 1781 1870 1585 1755 27 1585 1439 360 1585 Grp Sat Flow(s),vehlhAn 1781 318 1777 328 1833 603 1781 893 1870 10 1585 130 1783 0 0 710 1585 5 0 1 0 Serve(g_s), s 1.7 26.0 26.0 63.9 49.3 0.3 13.5 0.0 21.6 1798 0.5 0 0.0 1585 0.1 Cycle Q Clear(g_c), s 1.7 26.0 26.0 63.9 49.3 0.3 13,5 0.0 21.6 0.5 0.0 0.1 Prop In Lane Lane Grp Cap(c), vehm 1.00 27 678 0.11 1.00 1.00 0.98 1.00 0.80 1.00 V/C Ratio(X) 0.60 0.47 700 0.47 629 0.96 1347 0.66 1153 0.01 200 0.65 0 0.00 737 0.96 13 0.39 0 0.00 11 0.09 Avail Cap(c_a), vehlh 78 678 700 723 1347 1153 200 0 737 97 0 85 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.5 1.00 44.9 1.00 44.9 1.00 61.0 1.00 14.4 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Incr Delay (d2), slveh 19.9 2.3 2.3 22.3 1.2 7.2 0.0 82.1 7.3 0.0 0.0 50.0 24.4 95.4 18.2 0.0 95.2 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 %ile BackOfQ(95%),vehAn 1.7 17.7 18.3 42.1 28.3 0.2 10.9 0.0 48.3 0.6 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 114.4 47.2 47.2 83.4 15.7 7.2 89.4 0.0 74.4 113.6 0.0 98.5 LnGrp LOS F D D F B A F A E F A F Approach Vol, vehlh 662 1506 840 6 Approach Delay, shreh 48.8 42.7 76.7 111.1 Approach LOS D D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 74.9 79.2 30.0 9.5 144.5 9.0 Change Period (Y+Rc), s * 6.7 * 5.5 * 8.4 6.6 * 5.6 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+l1), s 65.9 28.0 23.6 3.7 51.3 2.5 Green Ext Time (p-c), s 2.3 7.5 0.0 0.0 19.2 0.0 Intersection Summary HCM 6th Ctrl Delay 53.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA No -Build (2023) Conditions 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, stveh 9 L WSR NBT NBF Lane Configurations 4 F To Traffic Vol, vehlh 95 76 680 Future Vol, vehlh 95 76 680 Conflicting Peds, #Ihr 0 0 0 SBL SBT 34 55 521 34 55 521 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 _ _ 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 108 86 773 39 63 592 Major/Minor Minorl Ma'or1 Ma'or2 Conflicting Flow All 1511 793 0 0 812 0 Stage 1 793 - _ _ _ Stage 2 718 - - _ _ _ Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - _ Follow-up Hdwy 3.518 3.318 - 2.218 - Pot Cap-1 Maneuver 132 389 - 814 - Stage 1 446 - _ Stage 2 483 - _ Platoon blocked, % Mov Cap-1 Maneuver 122 389 - - 814 Mov Cap-2 Maneuver 122 - - - Stage 1 446 - _ Stage 2 446 _ _ AP2roach WB NB SB HCM Control Delay, s 74.2 0 0.9 HCM LOS F Minor Lane/Ma'or Mvmt NBT NBR1NBLn1WBLn2 SBL SBT Capacity (vehlh) - 122 389 814 HCM Lane V/C Ratio - 0.885 0.222 0.077 HCM Control Delay (s) - - 120.1 16.9 9.8 HCM Lane LOS - - F C A HCM 95th %tile Q(veh) - - 5.5 0.8 0.2 RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA No -Build (2023) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, slveh 0.7 Movement WBL WBR Lane Configurations I r' Traffic Vol, vehm 15 25 Future Vol, vehlh 15 25 Conflicting Peds, #mr 0 0 Sign Control Stop Stop RT Channelized - None Storage Length 0 25 Veh in Median Storage, # 0 Grade, % 0 _ Peak Hour Factor 90 90 Heavy Vehicles, % 2 2 Mvmt Flow 17 28 NBT NBR SBL A 1 689 8 9 689 8 9 0 0 0 607 607 0 Free Free Free Free - None - None - 200 225 - 0 - - 0 0 - - 0 90 90 90 90 2 2 2 2 766 9 10 674 Major/Minor Minorl Ma'or1 Ma'or2 Conflicting Flow All 1460 766 0 0 775 0 Stage 1 766 - - Stage 2 694 - - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 142 403 841 Stage 1 459 - - - Stage 2 496 - - - _ Platoon blocked, % _ Mov Cap-1 Maneuver 140 403 - - 841 - Mov Cap-2 Maneuver 140 - - Stage 1 459 - - Stage 2 490 - A roach WB NB SB HCM Control Delay, s 22 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) - 140 403 841 HCM Lane VIC Ratio - - 0.119 0.069 0.012 HCM Control Delay (s) - - 34.2 14.6 9.3 HCM Lane LOS - D B A HCM 95th %tile Q(veh) - 0.4 0.2 0 RKA Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA No -Build (2023) Conditions 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan, AM Peak Hour --* *-- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 r l 11" r � f Traffic Volume (vehth) 23 2 56 163 1 201 78 473 122 152 433 t,, 37 Future Volume (veh/h) 23 2 56 163 1 201 78 473 122 152 433 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Pad -Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adj Sat Flow,vehmlln 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehth 29 3 72 209 1 258 100 606 156 195 555 47 Peak Hour Factor Percent Heavy Veh, % 0.78 2 0.78 0.78 0.78 0.78 0.78 0.78 0,78 0.78 0.78 0.78 0.78 Cap,veh/h 66 2 33 2 75 2 243 2 1 2 299 2 384 2 774 2 656 2 360 2 831 2 705 Arrive On Green Sat Flow,veh/h 0.19 0.19 0.19 0.19 0.19 0.19 0.06 0.41 0.41 0.09 0.44 0.44 Grp Volume(v), vehth 0 104 177 0 399 0 745 4 1585 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),vehmlln 576 0 0 210 749 0 0 258 100 606 156 195 555 47 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1585 11.0 1781 2.2 1870 19.7 1585 1781 1870 1585 Cycle Q Clear(g_c), s 13.2 0.0 0.0 13.2 0.0 11.0 2.2 19.7 4.5 4.5 4.3 4.3 16.4 16.4 1.2 1.2 Prop In Lane Lane Grp Cap(c), vehth 0.28 174 0 0.69 0 1.00 1.00 1.00 1.00 1.00 1.00 VIC Ratio(X) 0.60 0.00 0.00 244 0.86 0 0.00 299 0.86 384 0.26 774 0.78 656 0.24 360 0.54 831 0.67 705 0.07 Avail Cap(c_a), vehth HCM Platoon Ratio 174 1.00 0 0 244 0 299 598 1141 967 519 1141 967 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25A 0.0 0.0 30.6 0.0 27.5 11.9 17.8 13.4 1.00 13.4 1.00 15.4 1.00 11.1 Incr Delay (d2), s/veh 5.4 0.0 0.0 25.5 0.0 22.0 0.4 2.2 0.2 1.3 0.9 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehlln 3.1 0.0 0.0 8.9 0.0 9.6 1.4 12.5 2.6 2.8 10.4 0.7 Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 30.5 0.0 0.0 56.0 0.0 49.5 12.2 20.0 13.5 14.7 16.3 11.2 Approach Vol, vehth C A 104 A E A 46$ D B B B B B B Approach Delay, s/veh 30.5 52.5 862 17.9 797 Approach LOS C D 15.6 .6 B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 36.3 20.0 11.6 38.4 20.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 •13 Max Q Clear Time (g_c+l1), s 6.3 21.7 15.2 4.2 18.4 15.2 Green Ext Time (p-c), s 0.4 7.3 0.0 0.2 6.7 0.0 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Queuing and Blocking Report No -Build (2023) Conditions Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement Directions Served EB EB L T EB TR WS L WB T WB NB NB SB SB Maximum Queue (ft) Average Queue (ft) 100 471 19 224 371 191 581 288 481 169 R 24 LT 124 R 213 LT 22 R 6 95th Queue (ft) 79 366 319 504 366 2 13 100 147 153 220 3 15 0 4 Link Distance (ft) Upstream Blk Time (%) 1309 956 956 162 309 Queuing Penalty (veh) 13 99 Storage Bay Dist (ft) Storage Blk Time (%) 200 17 300 2 0 500 75 125 Queuing Penalty (veh) 55 5 n 38 OAA 20 9A Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB 812 B10 SB SB Directions Served L R TR T T L T Maximum Queue (ft) 287 210 285 271 10 80 94 Average Queue (ft) 119 87 111 34 0 29 5 95th Queue (ft) 339 224 293 207 11 65 46 Link Distance (ft) 506 236 573 268 162 Upstream Blk Time (%) 5 6 0 0 Queuing Penalty (veh) 0 44 3 0 Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 4 10 4 Queuing Penalty (veh) 3 10 91 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB SB Directions Served L R L T Maximum Queue (ft) 44 44 33 7 Average Queue (ft) 12 15 5 0 95th Queue (ft) 36 36 24 8 Link Distance (ft) 138 268 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Blk Time (%) 10 5 Queuing Penalty (veh) 3 1 RKA SimTraffic Report Page 1 Queuing and Blocking Report No -Build (2023) Conditions Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 135 240 180 Average Queue (ft) 46 99 60 160 41 383 145 198 199 350 144 95th Queue (ft) 100 211 130 103 300 48 141 67 145 128 265 20 91 Link Distance (ft) 744 1307 Upstream Blk Time (%) 976 546 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 350 75 125 225 100 Storage Blk Time (%) 1 1 20 0 9 Queuing Penalty (veh) 2 5 47 n IQ Network Summary Network wide Queuing Penalty: 579 SimTraffic Report Rom` Page 2 Rio Road Apartments - Albemarle County, VA No -Build (2023) Conditions 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations a 0 f; !f e, f C-T r Traffic Volume (vehlh) 17 974 48 622 741 31 47 4 680 6 1 4 Future Volume (vehlh) 17 974 48 622 741 31 47 4 680 6 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 No 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1870 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 18 1047 52 669 797 33 51 4 731 6 1 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 29 1183 59 669 1337 1151 186 15 791 18 2 3 2 18 Arrive On Green Sat Flow,vehm 0.02 0.34 0.34 0.39 0.71 0.71 0.11 0:11 0.11 0.01 0.01 0.01 Grp Volume(v), vehlh 1781 18 3445 171 1781 1870 1585 1657 130 1585 1537 256 1585 Grp Sat Flow(s),vehlhfln 1781 540 1777 559 1840 669 1781 797 1870 33 1585 55 1787 0 0 731 1585 7 1793 0 4 Q Senre(g_s), s 1.9 55.3 55.3 71.2 40.9 1.1 5.4 0.0 21.6 0.7 0 0.0 1585 0.5 Cycle Q Clear(g_c), s 1.9 55.3 55.3 71.2 40.9 1.1 5A 0.0 21.6 0.7 0.0 0.5 Prop In Lane Lane Grp Cap(c), vehlh 1.00 29 610 0.09 632 1.00 689 1337 1.00 0.93 1.00 0.86 1.00 V/C Ratio(X) 0.63 0.88 0.88 0.97 0.60 1151 0.03 200 0.27 0 0.00 791 0.92 21 0.34 0 0.00 18 0.22 Avail Cap(c_a), vehlh 78 610 632 723 1337 1151 200 0 791 97 0 85 HCM Platoon Ratio Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.4 1.00 59.8 1.00 59.8 1.00 58.1 12 13.7 1.00 7.4 1.00 0.00 1.00 1.00 0.00 1.00 Incr Delay (0), slveh 20.6 17.0 16.6 25.8 0.7 0.0 78.5 0.7 0.0 0.0 45.0 16.5 94.7 9.3 0.0 0.0 94.5 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 0.0 %ile BackOfQ(50%),veh/ln 1.1 27.8 28.7 36.8 17.2 0.4 2.6 0.0 36.1 0.4 0.0 0.2 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 115.0 76.8 76.4 83.9 14.4 7.4 79.3 0.0 61.5 104.0 0.0 100.4 LnGrp LOS F E E F B A E A E F A F Approach Vol, vehlh 1117 1499 786 11 Approach Delay, slveh 77.2 45.2 62.7 102.7 Approach LOS E D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 81.4 71.8 30.0 9.7 143.5 9.8 Change Period (Y+Rc), s * 6.7 * 5.5 ° 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+l l ), s 73.2 57.3 23.6 3.9 42.9 2.7 Green Ext Time (p-c), s 1.5 0.0 0.0 0.0 15.5 0.0 Intersection Summary HCM 6th Ctrl Delay 59.9 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA No -Build (2023) Conditions 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Intersection Int Delay, slveh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations I F I + Traffic Vol, vehlh 37 31 700 59 83 588 Future Vol, vehlh 37 31 700 59 83 588 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 200 50 - Veh in Median Storage, # 0 0 - 0 Grade, % 0 - 0 _ - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 33 753 63 89 632 Ma'orlMinor Minorl Majorl Ma'or2 Conflicting Flow All 1595 785 0 0 816 0 Stage 1 785 - - - - Stage 2 810 _ - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - _ - Critical Hdwy Stg 2 5.42 - - _ Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 118 393 - 812 Stage 1 449 _ - Stage 2 438 _ - Platoon blocked, % _ Mov Cap-1 Maneuver 105 393 812 Mov Cap-2 Maneuver 105 - - _ Stage 1 449 _ Stage 2 390 _ Approach WB NB SB HCM Control Delay, s 38.8 0 1.2 HCM LOS E Minor LanelMa'orMvmt NBT NBRWBLn1WBLn2 SBL SST Capacity (vehlh) - 105 393 812 - HCM Lane VIC Ratio - - 0.379 0.085 0.11 - HCM Control Delay (s) - - 58.8 15 10 - HCM Lane LOS F C A - HCM 95th %tile Q(veh) 1.5 0.3 0.4 - RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA No -Build (2023) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan, PM Peak Hour Intersection Int Delay, slveh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 14 Pik,y Traffic Vol, vehlh 8 12 747 10 21 604 Future Vol, vehlh 8 12 747 10 21 604 Conflicting Peds, Nhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 25 200 250 - Veh in Median Storage, # 0 - 0 _ - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 13 830 11 23 671 Major/Minor Minorl Ma'or1 Ma'or2 Conflicting Flow All 1547 830 0 0 841 0 Stage 1 830 - - Stage 2 717 - - Crifical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Fallow -up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 126 370 794 Stage 1 428 - Stage 2 484 - - Platoon blocked, % _ Mov Cap-1 Maneuver 122 370 794 Mov Cap-2 Maneuver 122 _ _ Stage 1 428 Stage 2 470 _ Approach WB NB S8 HCM Control Delay, s 23.8 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) - 122 370 794 HCM Lane VIC Ratio 0.073 0.036 0.029 HCM Control Delay (s) - 36.8 15.1 9.7 HCM Lane LOS E C A - HCM 95th %tile Q(veh) 02 0.1 0.1 - RKA Synchro 10 Report Page 2 Rio Road Apartments - Albemarle County, VA No -Build (2023) Conditions 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: PM Peak Hour ,r *-- 4, t 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T It I �.s r + IF Traffic Volume (vehlh) 7 1 12 54 1 81 8 669 98 116 493 3 Future Volume (vehlh) 7 1 12 54 1 81 8 669 98 116 493 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhnn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 8 1 13 59 1 89 9 735 108 127 542 3 Peak Hour Factor Percent Heavy Veh, % 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Cap,vehlh 2 106 2 28 2 79 2 242 2 3 2 137 2 463 2 934 2 792 2 357 2 1046 2 886 Arrive On Green Sat Flow,vehlh 0.09 0.09 0.09 0.09 0.09 0.09 0.01 0.50 0.50 0.07 0.56 0.56 Grp Volume(v), vehlh 311 22 322 0 914 1477 37 1585 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),vehlhfln 1546 0 0 0 60 1513 0 0 89 1585 9 1781 735 1870 108 1585 127 1781 542 1870 3 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.6 0.0 3.4 0.2 20.2 2.3 2.1 11.2 01 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.1 0.0 3.4 0.2 20.2 2.3 2.1 11.2 0.1 Prop In Lane 0.36 0.59 0.98 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 212 0 0 245 0 137 463 934 792 357 1046 886 V/C Ratio(X) Avail Cap(c_a), vehlh 0.10 398 0.00 0 0.00 0.24 0.00 0.65 0.02 0.79 0.14 0.36 0.52 0.00 HCM Platoon Ratio 1.00 1.00 0 1.00 421 1.00 0 1.00 335 1.00 805 1.00 1280 1.00 1085 1.00 592 1.00 1280 1.00 1085 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 26.4 0.0 0.0 27.0 0.0 27.6 8.0 12.9 8.4 10.3 8.5 6.1 Incr Delay (d2), stveh 0.2 0.0 0.0 0.5 0.0 5.1 0.0 2.3 0.1 0.6 0.4 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 file BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.8 0.0 1.4 0.1 7.4 0.7 0.6 3.6 0.0 Unsig. Movement Delay, slveh LnGrp Deiay(d),slveh 26.6 0.0 0.0 27.5 0.0 32.7 8.0 15.2 8.5 10.9 8 9 61 LnGrp LOS C A A C A C A B A B A A Approach Vol, vehm 22 149 852 672 Approach Delay, slveh 26.6 30.6 14.3 9.3 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.7 38.5 12.2 8.0 42.2 12.2 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 * 13 Max Q Clear Time (g_c+l1), s 4.1 22.2 4.3 2.2 13.2 5.4 Green Ext Time (p-c), s 0.2 9.0 0.0 0.0 6.9 0.3 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Queuing and Blocking Report No -Build (2023) Conditions Rio Road Apartments - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB Directions Served L T EB TR WB L WB WB NB NB SB SB Maximum Queue (ft) 299 1289 400 803 T 455 R 32 LT 124 R 191 LT 35 R 13 Average Queue(ft) 40 830 95th Queue (ft) 174 1488 368 472 405 699 121 358 3 18 70 159 6 Link Distance (ft) 1309 956 956 135 212 162 23 309 8 Upstream Blk Time (%) 10 0 0 18 Queuing Penalty (veh) 0 0 0 135 Storage Bay Dist (ft) 200 300 500 75 125 Storage Blk Time (%) 49 34 0 20 35 Queuing Penalty (veh) 272 172 n I la 40 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 B10 SB SB Directions Served L R TR T T L T Maximum Queue (ft) 78 84 314 347 3 98 183 Average Queue (ft) 95th Queue (ft) 25 59 27 66 172 354 37 199 0 3 47 94 37 Link Distance (ft) 506 236 563 277 147 162 Upstream Blk Time 9 0 1 Queuing Penalty (veh) 73 1 8 Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 14 Queuing Penalty (veh) Rd Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 27 22 2 36 Average Queue (ft) 5 6 0 8 95th Queue (ft) 21 20 2 31 Link Distance (ft) 117 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 200 250 Storage Blk Time (%) 4 1 Queuing Penalty (veh) 1 0 RKA SimTraffic Report Page 1 Queuing and Blocking Report No -Build (2023) Conditions Rio Road Apartments - Albemarle Coun , VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 44 80 81 Average Queue (ft) 10 29 26 82 7 322 146 162 108 235 10 95th Queue (ft) 32 64 58 43 264 30 93 46 90 86 191 0 5 Link Distance (ft) 738 1306 976 549 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) 75 125 225 100 Queuing Penalty (veh) 18 19 0 0 4 4 Network Summary Network wide Queuing Penalty: 924 RKA SimTraffic Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour t /P. 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I tT *11T f Q, �1 Traffic Volume (vehlh) 14 548 43 553 804 9 142 3 667 4 1 Future Volume (vehlh) 14 548 43 553 804 9 142 3 667 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adj Sat Flow, veh/hAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 16 609 48 614 893 10 158 3 741 4 1 1 Peak Hour Factor Percent Heavy Veh, % 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Cap, vehlh 2 27 2 1254 2 99 2 640 2 1347 2 1153 2 196 2 4 2 746 2 10 2 3 2 11 Arrive On Green Sat Flow, vehlh 0.01 0.38 0.38 0.36 0.72 0.72 0.11 0.11 0.11 0.01 0.01 0.01 Grp Volume(v), vehlh 1781 16 3337 263 1781 1870 1585 1750 33 1585 1439 360 1585 Grp Sat Flow(s),vehlhlin 1781 324 1777 333 1823 614 1781 893 1870 10 1585 161 1783 0 0 741 1585 5 0 1 Q Serve(g_s), s 1.7 26.8 26.9 65.1 49.3 0.3 17.0 0.0 21.6 1798 0.5 0 0.0 1585 0.1 Cycle Q Clear(g_c), s 1.7 26.8 26.9 65.1 49.3 0.3 17.0 0.0 21.6 0.5 0.0 0.1 Prop in Lane Lane Grp Cap(c), vehm 1.00 27 668 0.14 685 1.00 640 1347 1.00 0.98 1.00 0.80 1.00 VEC Ratio(X) 0.60 0.48 0.49 0.96 0.66 1153 0.01 200 0.81 0 0.00 746 0.99 13 0.39 0 0.00 11 0.09 Avail Cap(c_a), vehlh 78 668 685 723 1347 1153 200 0 746 97 0 85 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.5 1.00 46.0 1.00 46.0 1.00 60.5 1.00 14.4 1.00 7.2 1.00 0.00 1.00 1.00 0.00 1.00 Incr Delay (0), slveh 19.9 2.5 2.5 22.8 1.2 0.0 83.7 21.1 0.0 0.0 50.7 31.0 95.4 18.2 0.0 0.0 95,2 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 %ile BackOfQ(95%),vehAn 1.7 18.3 18.7 42.8 28.3 0.2 14.0 0.0 52.5 0.6 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 114.4 48.5 48.5 83.3 15.7 7.2 104.8 0.0 81.8 113.6 0.0 98.5 LnGrp LOS F D D F B A F A F F A F Approach Vol, vehlh 673 1517 902 6 Approach Delay, slveh 50.0 43.0 85.9 111.1 Approach LOS D D F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 76.0 78.0 30.0 9.5 144.5 9.0 Change Period (Y+Rc), s * 6.7 * 5.5 * 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 * 1.2E2 10A Max Q Clear Time (9_011), s 67.1 28.9 23.6 3.7 51.3 2.5 Green Ext Time (p-c), s 2.2 7.5 0.0 0.0 19.2 0.0 Intersection Summary HCM 6th Ctd Delay 57.1 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions - No Improvements 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, slveh 11 A Movement WJ3L WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, vehlh 95 76 736 35 55 541 Future Vol, vehlh 95 76 736 35 55 541 Conflicting Peds, Whir 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None . None Storage Length 0 200 - 50 Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 108 86 836 40 63 615 Major/Minor Minorl Ma'or1 Ma' r2 Conflicting Flow All 1597 856 0 0 876 0 Stage 1 856 - - - - - Stage 2 741 - _ _ - Critical Hdwy 6.42 6.22 - 4.12 - Critical Hdwy Stg 1 5.42 - _ _ - Critical Hdwy Stg 2 5.42 _ Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 117 357 - - 771 - Stage 1 416 - - _ _ Stage 2 471 - - - _ Platoon blocked, % _ Mov Cap-1 Maneuver —107 357 771 _ Mov Cap-2 Maneuver — 107 - - Stage 1 416 _ Stage 2 432 - Approach WB NB SB HCM Control Delay, s 99.4 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBR1NBLn1WBLn2 SBL SBT Capacity (vehlh) - 107 357 771 - HCM Lane VIC Ratio - 1.009 0.242 0.081 HCM Control Delay (s) - 164.3 18.3 10.1 HCM Lane LOS - F C B HCM 95th %tile Q(veh) - - 6.4 0.9 0.3 Notes Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions - No Improvements 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, slveh 0.7 movement WBL WBR Lane Configurations r Traffic Vol, vehlh 15 25 Future Vol, vehlh 15 25 Conflicting Peds, #Ihr 0 0 Sign Control Stop Stop RT Channelized - None Storage Length 0 25 Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 90 Heavy Vehicles, % 2 Mvmt Flow 17 NBrrT NBR 700 8 700 8 0 0 Free Free None 200 SBL 9 637 9 637 0 0 Free Free - None 225 - 0 - 0 0 - - 0 90 90 90 90 90 2 2 2 2 2 28 778 9 10 708 Major/Minor Minors Ma-or1 Ma' r2 Conflicting Flow All 1506 778 0 0 787 0 Stage 1 778 - - _ - Stage 2 728 - _ Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - _ _ Critical Hdwy Stg 2 5.42 - _ _ Follow-up Hdwy 3.518 3.318 - 2.218 _ Pot Cap-1 Maneuver 133 396 - - 832 _ Stage 1 453 - - _ Stage 2 478 - _ _ Platoon blocked, % Mov Cap-1 Maneuver 131 396 - - 832 _ Mov Cap-2 Maneuver 131 - - _ Stage 1 453 _ Stage 2 472 Approach WB NB SB HCM Control Delay, s 22.9 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) - 131 396 832 - HCM Lane V/C Ratio - 0.127 0.07 0.012 HCM Control Delay (s) - - 36.4 14.8 9.4 HCM Lane LOS - - E B A HCM 95th %tile Q(veh) - - 0.4 0.2 0 RKA Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour -► '` 4\ t 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4r^ Traffic Volume (vehlh) 23 2 56 163 1 202 78 483 122 154 460 38 Future Volume (vehlh) 23 2 56 163 1 202 78 483 122 154 460 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1,00 1.00 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 29 3 72 209 1 259 100 619 156 197 590 49 Peak Hour Factor Percent Heavy Veh, % 0.78 2 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Cap,vehm 65 2 33 2 74 2 240 2 1 2 295 2 366 2 784 2 665 2 358 2 843 2 714 Arrive On Green Sat Flow, vehlh 0.19 0.19 0.19 0,19 0.19 0.19 0,06 0.42 0.42 0.09 0.45 0.45 Grp Volume(v), vehlh 0 104 177 0 399 745 4 1585 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),vehlh/in 576 0 0 0 210 749 0 0 259 100 619 156 197 590 49 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1585 11.3 1781 2.2 1870 20.3 1585 4.5 1781 1870 1585 Cycle Q Clear(g_c), s 13.2 0.0 0.0 13.2 0.0 11.3 2.2 20.3 4.5 4.3 4.3 17.9 17.9 1.2 1.2 Prop In Lane Lane Grp Cap(c), vehlh 0.28 172 0 0.69 1.00 1.00 1.00 1.00 1.00 1.00 V/C Ratio(X) 0.60 0.00 0 0.00 241 0.87 0 0.00 295 0.88 366 0.27 784 0.79 665 0.23 358 0.55 843 0.70 714 0.07 Avail Cap(c_a), vehlh HCM Platoon Ratio 172 1.00 0 0 241 0 295 577 1128 956 513 1128 956 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 25.5 0.0 0.0 31.0 0.0 28.0 12.1 17.8 1.00 13.2 1.00 13.6 1.00 15.6 1,00 11.0 Incr Delay (d2), slveh 5.8 0.0 0.0 27.4 0.0 24.3 0.4 2.5 0.2 1.3 1.2 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 3.1 0.0 0.0 9.1 0.0 10.0 1.4 12.9 2.6 2.8 11.3 0.7 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh LnGrp LOS 31.3 0.0 0.0 58.4 0.0 52.3 12.5 20.3 13.4 14.9 16.9 11.1 Approach Vol, vehlh C A 104 A E A 469 D B C B B B B Approach Delay, slveh 31.3 55,0 875 18.2 836 Approach LOS C E 16.1 B. B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 37.0 20.0 11.6 39.2 20.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 13 12.7 42.7 * 13 Max Q Clear Time (g_c+l1), s 6.3 22.3 15.2 4.2 19.9 15.2 Green Ext Time (p-c), s 0.4 7.3 0.0 0.2 7.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions - No Improvements 6: Full -movement Driveway Timing Plan: AM Peak Hour intersection Int Delay, slveh 2.3 movement EBL EBR NBL NBT SBT SBR Lane Configurations VC f �4 + 4 Traffic Vol, vehlh 57 30 11 714 616 9 Future Vol, vehlh 57 30 11 714 616 9 Conflicting Peds, #1hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 0 100 - - 1 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 100 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 62 30 12 776 670 10 Major/Minor Minor2 Ma'or1 Ma' r2 Conflicting Flow All 1470 670 680 0 - 0 Stage 1 670 - _ _ Stage 2 800 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - _ Critical Hdwy Stg 2 5.42 - _ Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 140 457 912 - Stage 1 509 - - _ Stage 2 442 - _ Platoon blocked, % Mov Cap-1 Maneuver 138 457 912 _ Mov Cap-2 Maneuver 138 - - _ Stage 1 502 _ Stage 2 442 _ Approach EB NB SB HCM Control Delay, s 38.6 0.1 0 HCM LOS E Minor Lane/Ma'or Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vehlh) 912 - 138 457 HCM Lane VIC Ratio 0.013 - 0.449 0.066 HCM Control Delay (s) 9 - 50.8 13.4 HCM Lane LOS A - F B _ HCM 95th %tile Q(veh) 0 - 2 0.2 - RKA Synchro 10 Report Page 3 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Drivewa Movement Directions Served EB EB L T EB TR WB L WB T WB NB NB SB SB Maximum Queue (ft) 102 551 391 568 461 R LT 19 124 R 215 LT 22 R 7 Average Queue (ft) 95th Queue (ft) 16 260 64 429 223 358 293 500 169 374 106 10 144 164 231 3 0 Link Distance (ft) Upstream Blk Time (%) 1309 956 956 164 14 309 3 Queuing Penalty (veh) 21 169 Storage Bay Dist (ft) Storage Blk Time (%) 200 23 300 3 500 75 125 Queuing Penalty (veh) 76 9 0 n 47 Ilea 16 OA Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 401 255 228 84 150 Average Queue (ft) 183 124 135 32 11 95th Queue (ft) 493 298 284 70 76 Link Distance (ft) 519 213 164 Upstream Blk Time (%) 16 0 Queuing Penalty (veh) 0 85 t Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 6 25 7 Queuing Penalty (veh) 4 25 36 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NS SB Directions Served L R T L Maximum Queue (ft) 47 38 44 35 Average Queue (ft) 12 16 2 5 95th Queue (ft) 36 38 44 25 Link Distance (ft) 148 548 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Blk Time (%) 10 6 0 Queuing Penalty (veh) 3 1 0 RKA SimTraffic Report Page I Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 131 231 146 Average Queue (ft) 44 93 63 147 43 373 178 221 344 141 95th Queue (ft) 103 181 115 114 146 281 44 61 134 140 121 12 254 63 Link Distance (ft) 747 1307 976 548 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Blk Time (%) 1 21 7 Queuing Penalty (veh) 5 44 15 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 Directions Served T T Maximum Queue (ft) 167 220 Average Queue (ft) 59 49 95th Queue (ft) 178 201 Link Distance (ft) 90 184 Upstream Blk Time 11 5 Queuing Penalty (veh) 85 35 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 149 70 61 122 75 2 Average Queue (ft) 48 22 5 20 10 0 95th Queue (ft) 127 54 34 126 94 2 Link Distance (ft) 369 369 191 260 Upstream Blk Time (%) 0 2 0 Queuing penalty (veh) 0 14 3 Storage Bay Dist (ft) 100 Storage Blk Time (%) 3 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 950 RKA SimTraffic Report Page 2 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parlcway & CATEC Driveway Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations, �5 Traffic Volume (vehm) 17 974 74 649 741 31 63 697 6 2 4 Future Volume (vehm) 17 974 74 649 741 31 63 5 697 6 2 Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 4 Ped-Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 18 1047 80 698 797 33 68 5 749 6 2 4 Peak Hour Factor Percent Heavy Veh, % 0.93 2 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0,93 0.93 0.93 Cap,vehlh 29 2 1102 2 84 2 713 2 1336 2 1151 2 186 2 14 2 812 2 17 2 6 2 19 Arrive On Green Sat Flow, vehlh 0.02 1781 0.33 0.33 0.40 0.71 0.71 0.11 0.11 0.11 0.01 0.01 0.01 Grp Volume(v), vehlh 18 3346 556 256 1781 1870 1585 1665 122 1585 1352 451 1585 Grp Sat Flow(s),vehlhAn 1781 1777 571 1824 698 1781 797 1870 33 1585 73 1787 0 0 749 1585 8 1803 0 4 Q Serve(g_s), s 1.9 58.9 59.0 74.6 41.0 1.1 7.3 0.0 21.6 0.8 0 0.0 1585 0.5 Cycle Q Clear(g c), s 1.9 58.9 59.0 74.6 41.0 1.1 7.3 0.0 21.6 0.8 0.0 0.5 Prop In Lane Lane Grp Cap(c), vehlh 1.00 29 585 0.14 601 1.00 713 1336 1.00 0.93 1.00 0.75 1.00 V/C Ratio(X) 0.63 0.95 0.95 0.98 0.60 1151 0.03 200 0.36 0 0.00 812 0.92 22 0.36 0 0.00 19 0.21 Avail Cap(c_a), vehm 78 585 601 723 1336 1151 200 0 812 97 0 85 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.4 1.00 63.1 1.00 63.2 1.00 57.1 1.00 13.7 1.00 7.4 1.00 0,00 1.00 1.00 0.00 1.00 Incr Delay (d2), slveh 20.6 26.6 26.3 28.1 0.7 0.0 79.4 1.1 0.0 0.0 43.6 16.0 94.6 0.0 94.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 0.0 0.0 0.0 5.1 0.0 %Ile BackOfQ(95%),vehAn 1.9 40.0 40.9 49.1 24.0 0.7 6.2 0.0 46.6 - 0.8 0.0 0.4 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh LnGrp LOS 115.0 89.7 89.4 85.2 14.5 7.4 80.5 0.0 59.5 104.2 0.0 99.5 Approach Vol, vehlh F F 1145 F F B 1528 A F A E F A F Approach Delay, slveh 90.0 46.6 82 61.4 12 Approach LOS F D 102,E E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 83.9 69.1 30.0 9.7 143.3 10.0 Change Period (Y+Rc), s * 6.7 * 5.5 ° 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 ' 55 * 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+11), s 76.6 61.0 23.6 3.9 43.0 2.8 Green Ext Time (p-c), s 0.6 0.0 0.0 0.0 15.5 0.0 Intersection Summary HCM 6th Ctrl Delay 64.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions - No Improvements 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Intersection Int Delay, sNeh 2.6 WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, vehm Future Vol, vehlh Conflicting Peds, #Ihr 38 31 734 60 83 642 38 31 734 60 83 642 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None . None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 _ 0 - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 33 789 65 89 690 Major/Minor Minor1 Ma'or1 Ma'or2 Conflicting Flow All 1690 822 D 0 854 0 Stage 1 822 - _ _ - Stage 2 868 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 _ Critical Hdwy Stg 2 5.42 _ _ Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 103 374 785 Stage 1 432 - - Stage 2 411 - Platoon blocked, % Mov Cap-1 Maneuver 91 374 785 Mov Cap-2 Maneuver 91 - Stage 1 432 - _ Stage 2 365 - _ Approach WB NB Sa HCM Control Delay, s 47.4 0 1.2 HCM LOS E Minor Lane/Ma' r Mvmt NBT NBRVVBLn1WBLn2 SBL SBT Capacity (vehlh) 91 374 785 - HCM Lane V/C Ratio 0.449 0.089 0.114 - HCM Control Delay (s) 73.4 15.6 10.2 - HCM Lane LOS - F C B HCM 95th %tile Q(veh) - 1.9 0.3 0.4 - RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions - No Improvements 3: Rio Road & Dunlora Forest Drive Timing Plan: PM Peak Hour Intersection Int Delay, slveh 0.5 WBL WBR NBT NBR SBL SBT Lane Configurations ` Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #/hr 12 777 10 21 623 12 777 10 21 623 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None . None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 _ 0 0 Peak Hour Factor 90 90 90 90 g0 go Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 13 863 11 23 692 Major/Minor Minorl Ma'orl Ma'or2 Conflicting Flow All 1601 863 0 0 874 0 Stage 1 863 - - - - Stage 2 738 - - - _ Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - _ - Follow-up Hdwy 3.518 3.318 2.21$ _ Pot Cap-1 Maneuver 117 354 _ 772 _ Stage 1 413 - _ Stage 2 473 _ Platoon blocked, % Mov Cap-1 Maneuver 113 354 - _ 772 _ Mov Cap-2 Maneuver 113 - _ Stage 1 413 Stage 2 459 Aeproach WB NB SIB HCM Control Delay, s 25.2 0 0.3 HCM LOS D Minor Laneftior Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) 113 354 772 HCM Lane VIC Ratio 0.079 0.038 0.03 HCM Control Delay (s) 39.6 15.6 9.8 HCM Lane LOS E C A HCM 95th %tile Q(veh) 0.3 0.1 0.1 RKA Synchro 10 Report Page 2 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: PM Peak Hour ---► * -' I iD. \► Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4 ? I �� f I 1� IF Traffic Volume (vehlh) 8 1 12 54 1 83 8 696 98 117 510 4 Future Volume (vehlh) 8 1 12 54 1 83 8 696 98 117 510 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh Peak Hour Factor 9 0.91 1 13 59 1 91 9 765 108 129 560 4 Percent Heavy Veh, % 2 0.91 2 0.91 2 0.91 0.91 0.91 0.91 0.91 0.91 0,91 0.91 0.91 Cap,vehlh Arrive On Green 107 0.09 29 76 2 240 2 3 2 138 2 458 2 954 2 808 2 345 2 1063 2 901 Sat Flow,vehm 336 0.09 336 0.09 873 0.09 1477 0.09 36 0.09 1585 0.01 0.51 0.51 0.07 0.57 0.57 Grp Volume(v), vehlh 23 0 0 60 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),vehlhlln 1544 0 0 1513 0 0 91 1585 9 1781 765 1870 108 1585 129 1781 560 1870 4 Q Serve(g_s), s 0.0 0.0 0.0 0.6 0.0 3.6 0.2 21.8 2.3 2.1 11.9 1585 0.1 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.2 0.0 3.6 0.2 21.8 2.3 2.1 11.9 0.1 Prop In Lane Lane Grp Cap(c), vehlh 0.39 212 0 0.57 0.98 1.00 1.00 1.00 1.00 1.00 VIC Ratio(X) 0.11 0.00 0 0.00 243 0.25 0 0.00 138 0.66 458 0.02 954 0.80 808 0.13 345 0.37 1063 901 Avail Cap(c_a), vehlh 386 0 0 409 0 326 789 1243 1053 572 0.53 1243 0.00 1053 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 27.1 0.00 0.0 0.00 0.0 1.00 27.7 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incr Delay (d2), slveh 0.2 0.0 0.0 0.5 0.0 0.0 28.4 5.3 7.9 0.0 13.1 2.9 8.3 10.8 8.5 6.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.7 0.0 0.4 0.0 0.0 0.0 %ile BackOfQ(95%),vehlln 0.6 0.0 0.0 1.5 0.0 2.7 0.1 12.7 1.2 1.2 6.8 0.0 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 27.4 0.0 0.0 28.2 0.0 33.7 7.9 16.0 8.4 11.4 9.0 6.0 LnGrp LOS C A A C A C A B A B A A Approach Vol, vehlh 23 151 88 693 Approach Delay, slveh 27.4 31.5 15.0 9.4 Approach LOS C C B A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 40.1 12.4 8.0 43.8 12.4 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 * 13 Max Q Clear Time (g_c+l1), s 4.1 23.8 4.3 2.2 13.9 5.6 Green Ext Time (p-c), s 0.2 9.0 0.0 0.0 7.2 0.3 Intersection Summa HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions - No Improvements 6: Full -movement Driveway Timing Plan: PM Peak Hour Intersection Int Delay, slveh 1.5 movement EBL EBR NBL NBT SBT SBR Lane Configurations "t r I + A: if Traffic Vol, vehlh 35 19 30 759 625 25 Future Vol, vehlh 35 19 30 759 625 25 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 0 100 - - 1 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 38 21 33 825 679 27 Major/Minor M9nor2 Major1 Ma'or2 Conflicting Flow All 1570 679 706 0 - 0 Stage 1 679 - - _ - Stage 2 891 - - _ Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - _ Critical Hdwy Stg 2 5A2 - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 122 452 892 _ Stage 1 504 - - Stage 2 401 - Platoon blocked, % Mov Cap-1 Maneuver 117 452 892 _ Mov Cap-2 Maneuver 117 - - Stage 1 485 Stage 2 401 Approach EB NB SB HCM Control Delay, s 37 0.3 0 HCM LOS E Minor Lane/Manor Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (vehlh) 892 - 117 452 - HCM Lane V/C Ratio 0.037 - 0.325 0.046 - HCM Control Delay (s) 9.2 - 49.9 13.3 - HCM Lane LOS A - E B HCM 95th %tile Q(veh) 0,1 - 1.3 0.1 RKA Synchro 10 Report Page 3 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Road Apartments - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T Maximum Queue (it) 299 1352 TR 400 L 801 T 581 R LT R 32 124 192 LT 28 R 10 Average Queue (ft) 42 1005 383 422 140 4 82 166 5 1 95th Queue (ft) 180 1623 Link Distance (ft) 1309 453 723 956 407 956 20 141 211 20 7 Upstream Blk Time (%) 21 1 0 173 17 309 Queuing Penalty (veh) 0 0 0 133 Storage Bay Dist (ft) 200 300 500 75 125 Storage Blk Time (%) 53 42 0 28 35 Queuing Penalty (veh) 309 213 0 1Q7 ')A Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 123 135 210 93 172 Average Queue (ft) 34 42 146 44 28 95th Queue (ft) 89 108 266 91 128 Link Distance (ft) 523 198 173 Upstream Blk Time (%) 8 1 Queuing Penalty (veh) 65 6 Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 0 0 14 Queuing Penalty (veh) 0 0 91 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 32 30 6 46 Average Queue (ft) 7 9 0 12 95th Queue (ft) 27 30 4 39 Link Distance (ft) 114 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 200 225 Storage Blk Time (%) 4 3 Queuing Penalty (veh) 1 0 RKA SimTraffic Report Page 1 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Road Apartments - Albemarle county, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) Average Queue (ft) 50 14 84 32 91 32 43 6 400 225 171 257 14 95th Queue (ft) 39 66 65 31 173 328 46 154 50 112 86 197 1 9 Link Distance (ft) 745 1307 976 545 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 350 75 125 225 100 Queuing Penalty (veh) 19 21 4 4 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 SB Directions Served T T R Maximum Queue (ft) 174 230 7 Average Queue (ft) 62 30 0 95th Queue (ft) 176 143 7 Link Distance (ft) 93 174 Upstream Blk Time 8 2 Queuing Penalty (veh) 68 20 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 83 36 74 100 34 4 Average Queue (ft) 30 12 14 11 5 0 95th Queue (ft) 85 34 49 92 58 4 Link Distance (ft) 370 370 198 273 Upstream Blk Time (°%) 0 1 0 Queuing Penalty (veh) 0 6 Storage Bay Dist (ft) 100 1 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Network Summary Network wide Queuing Penalty; 1159 RKA SimTraffic Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 0 l lk CT , Traffic Volume (vehm) 14 548 43 553 804 9 142 3 667 4 1 Future Volume (vehm) 14 548 43 553 804 9 142 3 667 4 1 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adj Sat Flow, vehmfln 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 16 609 48 614 893 10 158 3 741 4 1 Peak Hour Factor Percent Heavy Veh, % 0.90 2 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1 0.90 Cap,vehlh 27 2 1254 2 99 2 640 2 1347 2 1153 2 196 2 4 2 746 2 10 2 3 2 Arrive On Green Sat Flow,vehlh 0.01 0.38 0,38 0.36 0.72 0.72 0.11 0.11 0.11 0.01 0.01 11 0.01 Grp Volume(v), vehlh 1781 16 3337 324 263 1781 1870 1585 1750 33 1585 1439 360 1585 Grp Sat Flow(s),vehmfln 1781 1777 333 1823 614 1781 893 1870 10 1585 161 1783 0 0 741 1585 5 1798 0 1 Q Serve(g_s), s 1.7 26.8 26.9 65.1 49.3 0.3 17.0 0.0 21.6 0.5 0 0.0 1585 0.1 Cycle Q Clear(g_c), s 1.7 26.8 26.9 65.1 49.3 0.3 17.0 0.0 21.6 0.6 0.0 0.1 Prop In Lane Lane Grp Cap(c), vehlh 1.00 27 668 0.14 685 1.00 640 1.00 0.98 1.00 0.80 1.00 V/C Ratio(X) 0.60 0.48 0.49 0.96 1347 0.66 1153 0.01 200 0.81 0 0.00 746 0.99 13 0.39 0 0.00 11 0.09 Avail Cap(c_a), vehlh 78 668 685 723 1347 1153 200 0 746 97 0 85 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.5 1.00 46.0 1.00 46.0 1.00 60.5 1.00 14.4 1.00 7.2 1.00 83.7 0.00 1.00 1.00 0.00 1.00 Incr Delay (d2), slveh 19.9 2.5 2.5 22.8 1.2 0.0 21.1 0.0 0.0 50.7 31.0 95.4 18.2 0.0 0.0 95.2 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 %ile BackOfQ(50%),vehlln 0.9 12.5 12.8 33.4 20.8 0.1 9.0 0.0 41.9 0.3 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh LnGrp LOS 114.4 48.5 48.5 83.3 15.7 7.2 104.8 0.0 81.8 113.6 0.0 98.5 Approach Vol, vehm F D 673 D F B 1517 A F A F F A F Approach Delay, slveh 50.0 43.0 902 85.9 6 111.1 Approach LOS D D F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 76.0 78.0 30.0 9.5 144.5 9.0 Change Period (Y+Rc), s * 6.7 * 5.5 * 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 * 1.2E2 10.4 Max Q Clear Time (g_c+l1), s 67.1 28.9 23.6 3.7 51.3 2.5 Green Ext Time (p-c), s 2.2 7.5 0.0 0.0 19.2 0.0 Intersection Summary HCM 6th Ctrl Delay 57.1 HCM 6th LOS E Notes HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 1 Rio Road Mufti -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 'r2 tr ,. Traffic Volume (veh1h) 95 76 736 35 55 541 Future Volume (Veh/h) 95 76 736 35 55 541 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 108 86 836 40 63 615 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) 8 Median type Raised None Median storage veh) 1 Upstream signal (ft) 259 pX, platoon unblocked vC, conflicting volume 1597 856 876 vC1, stage 1 conf vol 856 vC2, stage 2 conf vol 741 vCu, unblocked vol 1597 856 $7B tC, single (s) 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 56 76 92 cM capacity (vehm) 243 357 771 Direction, Lane # WB 1 NB 1 SB 1 SB 2 Volume Total 194 876 63 615 Volume Left 108 0 63 0 Volume Right 86 40 0 0 cSH 436 1700 771 1700 Volume to Capacity 0.44 0.52 0.08 0.36 Queue Length 95th (ft) 56 0 7 0 Control Delay (s) 25.5 0.0 10.1 0.0 Lane LOS D B Approach Delay (s) 25.5 0.0 0.9 Approach LOS D Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak hour Intersection Int Delay, slveh 0.7 movement WBL WBR NBT NBR SBL SBT Lane Configurations 1 F + F + Traffic Vol, vehlh 15 25 700 8 9 637 Future Vol, vehlh 15 25 700 8 9 637 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None . None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 _ 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 17 28 778 9 10 708 Ma'or/Minor Minor1 Maori Ma'or2 Conflicting Flow All 1506 778 0 0 787 0 Stage 1 778 - _ Stage 2 728 _ _ Critical Hdwy 6.42 6.22 - 4.12 - Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - _ Follow-up Hdwy 3.518 3.318 - 2,218 - Pot Cap-1 Maneuver 133 396 - 832 _ Stage 1 453 - Stage 2 478 - _ Platoon blocked, % _ Mov Cap-1 Maneuver 131 396 832 Mov Cap-2 Maneuver 131 - _ Stage 1 453 Stage 2 472 Approach WB NB SB HCM Control Delay, s 22.9 0 0.1 HCM LOS C Minor Lane/Ma'or Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (vehlh) - 131 396 832 - HCM Lane V/C Ratio 0.127 0.07 0.012 HCM Control Delay (s) 36.4 14.8 9.4 HCM Lane LOS E B A HCM 95th %file Q(veh) - 0.4 0.2 0 RKA Synchro 10 Report Page 1 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 If I tea r I + It Traffic Volume (vehlh) Future Volume (vehm) 23 23 2 56 163 1 202 78 483 122 154 460 38 Initial Q (Qb), veh 0 2 0 56 0 163 1 202 78 483 122 154 460 38 Ped-Bike Adj(A_pbT) 1.00 1.00 0 1.00 0 0 1.00 0 1.00 0 0 1.00 0 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehm 29 3 72 209 1 259 100 619 156 197 590 49 Peak Hour Factor Percent Heavy Veh, % 0.78 2 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Cap, vehlh 65 2 33 2 74 2 240 2 1 2 295 2 366 2 784 2 665 2 358 2 843 2 714 Arrive On Green Sat Flow, vehlh 0.19 0 0.19 0.19 0.19 0.19 0.19 0.06 0.42 0.42 0.09 0.45 0.45 Grp Volume(v), vehlh 104 177 0 399 0 745 4 1585 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),veh/hAn 576 0 0 210 749 0 0 259 100 619 156 197 590 49 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1585 11.3 1781 2.2 1870 20.3 1585 1781 1870 1585 Cycle Q Clear(g_c), s 13.2 0.0 0.0 13.2 0.0 11.3 2.2 20.3 4.5 4.5 4.3 4.3 17.9 17.9 1.2 1.2 Prop In Lane Lane Grp Cap(c), vehlh 0.28 172 0 0.69 1.00 1.00 1.00 1.00 1.00 1.00 V/C Ratio(X) 0.60 0.00 0 0.00 241 0.87 0 0.00 295 0.88 366 0.27 784 0.79 665 0.23 358 0.55 843 0.70 714 0.07 Avail Cap(c_a), vehlh HCM Platoon Ratio 172 1.00 0 1.00 0 241 0 295 577 1128 956 513 1128 956 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 25.5 0.0 0.0 31.0 0.0 28.0 12.1 17.8 1.00 13.2 1.00 13.6 1.00 15.6 1.00 11.0 Incr Delay (d2), slveh 5.8 0.0 0.0 27.4 0.0 24.3 0.4 2.5 0.2 1.3 1.2 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAn 1.7 0.0 0.0 5.3 0.0 6.0 0.8 8.2 1.5 1.6 6.9 0.4 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh LnGrp LOS 31.3 0.0 0.0 58.4 0.0 52.3 12.5 20.3 13.4 14.9 16.9 11.1 Approach Vol, vehlh C A 104 A E A D B C B B 13 B Approach Delay, slveh 31.3 469 55.0 875 18.2 836 Approach LOS C E 16.1.1 B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 37.0 20.0 11.6 39.2 20.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 ' 6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 * 13 Max Q Clear Time (g_c+l1), s 6.3 22.3 15.2 4.2 19.9 15.2 Green Ext Time (p_c), s 0.4 7.3 0.0 0.2 7.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier RKA Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour --i.. ■-k 4"t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations �1 Traffic Volume (vehlh) 23 2 56 163 202 78 483 122 154 460 38 Future Volume (vehlh) 23 2 56 163 1 202 78 483 122 154 460 38 Initial Q (0b), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehm 29 3 72 209 1 259 100 619 156 197 590 49 Peak Hour Factor Percent Heavy Veh, % 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0,78 Cap,vehlh 2 65 2 33 2 74 2 240 2 1 2 295 2 366 2 784 2 665 2 358 2 843 2 714 Arrive On Green Sat Flow, vehm 0.19 0 0,19 0.19 0.19 0.19 0.19 0.06 0.42 0.42 0.09 0.45 0.45 Grp Volume(v), vehm 104 177 0 399 745 4 1585 1781 1870 1585 1781 1870 1585 Grp Sat Flow(s),veh/hAn 576 0 0 0 210 749 0 0 259 100 619 156 197 590 49 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1585 11.3 1781 2.2 1870 20.3 1585 4.5 1781 1870 1585 Cycle Q Clear(g_c), s 13.2 0.0 0.0 13.2 0.0 11.3 2.2 20.3 4.5 4.3 4.3 17.9 17.9 1.2 1.2 Prop In Lane Lane Grp Cap(c), vehm 0.28 172 0 0.69 1.00 1.00 1.00 1.00 1.00 1.00 V/C Ratio(X) 0.60 0.00 0 0.00 241 0.87 0 0.00 295 0.88 366 0.27 784 0.79 665 0.23 358 0,55 843 0.70 714 0.07 Avail Cap(c_a), vehlh HCM Platoon Ratio 172 1.00 0 1,00 0 241 0 295 577 1128 956 513 1128 956 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1,00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 25.5 0.0 0.0 31.0 0.0 28.0 12.1 17.8 13.2 13.6 1.00 15.6 1.00 11.0 Incr Delay (d2), slveh 5.8 0.0 0.0 27.4 0.0 24.3 0.4 2.5 0.2 1.3 1.2 0,0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAn 1.7 0.0 0.0 5.3 0.0 6.0 0.8 8.2 1.5 1.6 6.9 0.4 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh LnGrp LOS 31.3 0.0 0.0 58.4 0.0 52.3 12.5 20.3 13.4 14.9 16.9 11.1 Approach Vol, vehlh C A 104 A E A 469 D B C B B B B Approach Delay, slveh 31.3 55.0 875 18.2 836 Approach LOS C E 16.1 B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 37.0 20.0 11.6 39.2 20.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 .6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 * 13 Max Q Clear Time (g_c+11), s 6.3 22.3 15.2 4.2 19.9 15.2 Green Ext Time (p_c), s 0A 7.3 0.0 0.2 7.0 0.0 Intersection Summa HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 2 Rio Road Multi -Family - Albemarle County, VA Build (2023) Conditions wl median accel lane 6: Full -movement Driveway Timing Plan: AM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations I F I t t F Traffic Volume (vehlh) 57 30 11 714 616 9 Future Volume (Veh1h) 57 30 11 714 616 9 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 1.00 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 62 30 12 776 670 10 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1211 908 pX, platoon unblocked 015 vC, conflicting volume 1470 670 680 vC1, stage 1 conf vol 670 vC2, stage 2 oonf vol 800 vCu, unblocked vol 1460 670 680 tC, single (s) 6.4 6,2 4.1 tC, 2 stage (s) 6.4 tF (s) 3.5 3.3 2.2 p0 queue free % 76 93 99 CM capacity (vehm) 258 457 912 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 62 30 12 776 670 10 Volume Left 62 0 12 0 0 0 Volume Right 0 30 0 0 0 10 cSH 258 457 912 1700 1700 1700 Volume to Capacity 0.24 0.07 0.01 0.46 0.39 0.01 Queue Length 95th (ft) 23 5 1 0 0 0 Control Delay (s) 233 13.4 9.0 0.0 0.0 0.0 Lane LOS C B A Approach Delay (s) 20.1 0.1 0.0 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 RKA Synchro 10 Report Page 2 Queuing and Blocking Report Build (2023) Conditions wl median accel lane Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T Maximum Queue (ft) 233 424 TR 390 L 595 T R 488 26 LT 179 R 178 LT 13 R 2 Average Queue (ft) 24 245 95th Queue (ft) 116 370 215 345 288 504 172 1 372 11 128 196 123 206 1 0 Link Distance (ft) 1303 Upstream Blk Time 950 0 950 164 164 8 308 1 Queuing Penalty (veh) 0 0 0 11 45 4 15 Storage Bay Dist (ft) 200 Storage Blk Time (%) 21 300 2 500 0 125 Queuing Penalty (veh) 71 5 0 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 150 139 228 84 12 Average Queue (ft) 52 50 90 30 0 95th Queue (ft) 111 107 238 68 13 Link Distance (ft) 508 215 164 Upstream Blk Time (°,6) 4 Queuing Penalty (veh) 31 Storage Bay Dist (ft) 200 100 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 2 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB Directions Served L R L Maximum Queue (ft) 46 39 37 Average Queue (ft) 12 13 5 95th Queue (ft) 36 32 24 Link Distance (ft) 124 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Blk Time (%) 10 5 Queuing Penalty (veh) 3 1 RKA SimTraffic Report Page 1 Queuing and Blocking Report Build (2023) Conditions wl median accel lane Rio Road Multi -Family - Albemarle Coun , VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB Directions Served L T EB TR WB L WB T WB NB NB SB SB Maximum Queue (ft) 233 424 Average Queue (ft) 24 245 390 215 595 288 488 172 R LT 26 179 R 178 LT R 13 2 95th Queue (ft) 116 370 345 504 372 1 128 11 196 123 206 1 0 8 1 Link Distance (ft) 1303 Upstream Blk Time (%) 950 0 950 164 164 308 Queuing Penalty (veh) 0 0 0 11 45 4 15 Storage Bay Dist (ft) 200 Storage Blk Time (%) 21 300 2 500 125 Queuing Penalty (veh) 71 5 0 n Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 150 139 228 84 12 Average Queue (ft) 52 50 90 30 0 95th Queue (ft) 111 107 238 68 13 Link Distance (ft) 508 215 164 Upstream Blk Time 4 Queuing Penalty (veh) 31 Storage Bay Dist (ft) 200 100 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 2 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB Directions Served L R L Maximum Queue (ft) 46 39 37 Average Queue (ft) 12 13 5 95th Queue (ft) 36 32 24 Link Distance (ft) 124 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Blk Time (%) 10 5 Queuing Penalty (veh) 3 1 RKA SimTratBc Report Page 1 Queuing and Blocking Report Build (2023) Conditions w/ median accel lane Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB Directions Served LTR LT WB R NB L NB NB SB T R L SB SB Maximum Queue(ft) 124 215 Average Queue (ft) 47 94 172 57 166 40 382 195 220 T 362 R 142 95th Queue (ft) 106 187 121 107 151 42 66 287 126 153 134 280 15 75 Link Distance (ft) 746 Upstream Blk Time (%) 1307 976 558 Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time 0 75 1 125 225 100 Queuing Penalty (veh) 4 21 45 g 18 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 B16 Directions Served T T Maximum Queue (ft) 161 89 94 Average Queue (ft) 29 11 8 95th Queue (ft) 128 73 82 Link Distance (ft) 115 160 160 Upstream Blk Time (%) 3 1 1 Queuing Penalty (veh) 23 5 5 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 75 57 40 56 37 4 Average Queue (ft) 32 20 7 5 3 0 95th Queue (ft) 60 49 28 61 43 3 Link Distance (ft) 362 362 189 256 Upstream Blk Time (%) .i Queuing Penalty (veh) 4 Storage Bay Dist (ft) 100 1 Storage Blk Time (%) 1 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 276 RKA SimTraffic Report Page 2 Queuing and Blocking Report Build (2023) Conditions wl median accel lane Rio Road Multi -Family - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) Average Queue (ft) 124 47 215 94 172 57 166 40 382 195 220 362 142 95th Queue (ft) 106 187 121 107 151 287 42 126 66 153 134 280 15 75 Link Distance (ft) 746 1307 976 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 350 0 0 75 1 125 225 100 Queuing Penalty (veh) 0 4 21 45 g 18 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 B16 Directions Served T T Maximum Queue (ft) 161 89 94 Average Queue (ft) 29 11 8 95th Queue (ft) 128 73 82 Link Distance (ft) 115 160 160 Upstream Blk Time (%) 3 1 1 Queuing Penalty (veh) 23 5 5 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 75 57 40 56 37 4 Average Queue (ft) 32 20 7 5 3 0 95th Queue (ft) 60 49 28 61 43 3 Link Distance (ft) 362 362 189 256 Upstream Blk Time (%) 1 Queuing Penalty (veh) 4 Storage Bay Dist (ft) 100 1 Storage Blk Time (%) ; Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 276 RKA SimTrafic Report Page 2 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions wl median accel lane 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL N13T NBR SBL SBT SBR Lane Configurations Traffic Volume (vehlh) 17 974 74 649 741 31 63 5 697 6 Future Volume (veh/h) 17 974 74 649 741 31 63 5 697 6 2 2 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 4 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 0 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhAn 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, vehlh 18 1047 80 698 797 33 68 5 749 6 2 4 Peak Hour Factor Percent Heavy Veh, % 0.93 2 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Cap,vehlh 29 2 1102 2 84 2 713 2 1336 2 1151 2 186 2 14 2 812 2 17 2 6 2 19 Arrive On Green Sat Flow, vehlh 0.02 0.33 0.33 0.40 0.71 0.71 0.11 0.11 0.11 0.01 0.01 0.01 Grp Volume(v), vehlh 1781 18 3346 256 1781 1870 1585 1665 122 1585 1352 451 1585 Grp Sat Fiow(5),veh/hAn 1781 556 1777 571 1824 698 1781 797 1870 33 1585 73 1787 0 0 749 8 0 4 Q Serve(g_s), s 1.9 58.9 59.0 74.6 41.0 1.1 7.3 0.0 1585 21.6 1803 0.8 0 0.0 1585 0.5 Cycle Q Clear(g_c), s 1.9 58.9 59.0 74.6 41.0 1.1 7.3 0.0 21.6 0.8 0.0 0.5 Prop In Lane Lane Grp Cap(c), vehlh 1.00 29 585 0.14 601 1.00 713 1336 1.00 0.93 1.00 0.75 1.00 VIC Ratio(X) 0.63 0.95 0.95 0.98 0.60 1151 0.03 200 0.36 0 0.00 812 0.92 22 0.36 0 0.00 19 0.21 Avail Cap(c a), vehlh 78 585 601 723 1336 1151 200 0 812 97 0 85 HCM Platoon Ratio Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 94.4 1.00 63.1 1.00 63.2 1.00 57.1 1.00 13.7 1.00 7.4 1.00 79.4 0.00 1.00 1.00 0.00 1.00 Incr belay (d2), slveh 20.6 26.6 26.3 28.1 0.7 0.0 1.1 0.0 0.0 43.6 16.0 94.6 9.6 0.0 0.0 94.4 Initial Q Deiay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 %ile BackOfQ(50%),vehlln 1.1 30.9 31.7 38.9 17.2 0.4 3.4 0.0 36.6 0.5 0.0 0.2 Unsig. Movement Delay, slveh LnGrp Delay(d),shreh 115.0 89.7 89.4 85.2 14.5 7.4 80.5 0.0 59.5 104.2 0.0 99.5 LnGrp LOS F F F F B A F A E F A F Approach Vol, vehlh 1145 1528 82 Approach Delay, slveh 90.0 46.6 61.4 12 102.6 Approach LOS F D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 83.9 69.1 30.0 9.7 143.3 10.0 Change Period (Y+Rc), s * 6.7 * 5.5 * 8.4 6.6 * 5.5 7.6 Max Green Setting (Gmax), s * 78 * 55 * 22 8.4 ' 1.2E2 10.4 Max Q Clear Time (g_c+l1), s 76.6 61.0 23.6 3.9 43.0 2.8 Green Ext Time (p-c), s 0.6 0.0 0.0 0.0 15.5 0.0 Intersection Summary HCM 6th Ctrl Delay 64.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. RKA Synchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions wl median accel lane 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Movement Lane Configurations Traffic Volume (vehm) Future Volume (Vehm) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehlh) t t WBL WBR NBT NBR SBL SBT 38 31 734 60 83 642 38 31 734 60 83 642 Stop Free Free 0% 0% 0% 0.93 0.93 0.93 0.93 0.93 0.93 41 33 789 65 89 690 8 Raised I 1690 822 822 868 1690 822 6.4 6.2 5.4 3.5 3.3 81 91 222 374 None 262 854 854 4.1 2.2 89 785 Direction, Lane # WB 1 NB 1 SB 1 SB 2 Volume Total 74 854 89 690 Volume Left 41 0 89 0 Volume Right 33 65 0 0 cSH 400 1700 785 1700 Volume to Capacity 0.19 0.50 0.11 0.41 Queue Length 95th (ft) 17 0 10 0 Control Delay (s) 20.7 0.0 10.2 0.0 Lane LOS C B Approach Delay (s) 20.7 0.0 1.2 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 5ynchro 10 Report RKA Page 1 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions w/ median accel lane 3: Rio Road & Dunlora Forest Road Timing Plan: PM Peak Hour Intersection Int Delay, slveh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ' g + Traffic Vol, vehlh 8 12 777 10 21 623 Future Vol, vehlh 8 12 777 10 21 623 Conflicting Peds, #/hr 0 0 0 0 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized . None - None None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 0 - 0 Grade, % 0 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 13 863 11 23 692 M or/Minor Minorl Majorl Ma'or2 Conflicting Flow Al 1601 863 0 0 874 0 Stage 1 863 - - _ - Stage 2 738 - - _ - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - _ Critical Hdwy Stg 2 5.42 - - _ Follow-up Hdwy 3.518 3.318 - - 2.218 Pot Cap-1 Maneuver 117 354 - 772 - Stage 1 413 - Stage 2 473 - Platoon blocked, % Mov Cap-1 Maneuver 113 354 - 772 _ Mov Cap-2 Maneuver 113 - - - _ Stage 1 413 - Stage 2 459 - Approach WB NB SB HCM Control Delay, s 25.2 0 0.3 HCM LOS D Minor LanelMa'or Mvmt. NBT NBRWBLnlWBLn2 SBL SBT Capacity (vehlh) - 113 354 772 HCM Lane V/C Ratio - 0.079 0.038 0.03 HCM Control Delay (s) - 39.6 15.6 9.8 HCM Lane LOS - E C A HCM 95th %tile Q(veh) 0.3 0.1 0.1 RKA 5ynchro 10 Report Page 1 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions w/ median accel lane 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan; PM Peak Hour t /D. 4 4/ Movement EBL EBT EBR WBL WBT WSR NBL NBT NBR SBL SBT SBR Lane Configurations 4 if I i I 5� Traffic Volume (veh/h) 8 1 12 54 1 83 8 696 98 117 510 4 Future Volume (veh/h) 8 1 12 54 1 83 8 696 98 117 510 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 Parking Bus, Adj Work Zone On Approach 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hfln 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 1870 No 1870 1870 Adj Flow Rate, veh/h 9 1 13 59 1 91 9 765 108 129 560 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 Cap, veh/h Arrive On Green 107 0.09 29 0.09 76 0.09 240 3 138 458 954 808 345 2 1063 2 901 Sat Flow, veh/h 336 336 873 0-09 1477 0,09 36 0.09 1585 0.01 1781 0.51 1870 0.51 1585 0.07 1781 0.57 1870 0.57 1585 Grp Volume(v), veh/h 23 0 0 60 0 91 9 765 108 129 560 4 Grp Sat Flow(s),vehm/In 1544 0 0 1513 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.6 0.0 3.6 0.2 21.8 2.3 2.1 11.9 0.1 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.2 0.0 3.6 0.2 21.8 2.3 2.1 11.9 0.1 Prop In Lane 0.39 0.57 0.98 1,00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 212 0 0 243 0 138 458 954 808 345 1063 901 V/C Ratio(X) Avail Cap(c a), veh/h 0.11 386 0.00 0.00 0.25 0.00 0.66 0.02 0.80 0.13 0.37 0.53 0.00 HCM Platoon Ratio 1.00 0 1.00 0 1.00 409 1.00 0 1.00 326 1.00 789 1.00 1243 1.00 1053 1.00 572 1.00 1243 1.00 1053 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 27A 0.0 0.0 27.7 0.0 28.4 7.9 13.1 8.3 10.8 8.5 6.0 Incr Delay (d2), slveh 0.2 0.0 0.0 0.5 0.0 5.3 0.0 2.9 0.1 0.7 0.4 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAn 0.3 0.0 0.0 0.9 0.0 1.5 0.1 8.1 0.7 0.7 3.8 0.0 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 27.4 0.0 0.0 28.2 0.0 33.7 7.9 16.0 8.4 11.4 9.0 6.0 LnGrp LOS C A A C A C A B A B A A Approach Vol, veh/h 23 151 882 693 Approach Delay, slveh 27.4 31.5 15.0 9.4 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 40.1 12.4 8.0 43.8 12.4 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 12.7 42.7 * 13 12.7 42.7 * 13 Max Q Clear Time (g_c+11), s 4.1 23.8 4.3 2.2 13.9 5.6 Green Ext Time (p-c), s 0.2 9.0 0.0 0.0 7.2 0.3 Intersection Summary HCM 6th Ctd Delay 14.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier, RKA Synchro 10 Report Page 2 Rio Road Apartments - Albemarle County, VA Build (2023) Conditions wl median accel lane 6: Full -movement Driveway Timing Plan: PM Peak Hour t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations V1 F! I t If Traffic Volume (vehlh) 35 19 30 759 625 25 Future Volume (Vehlh) 35 19 30 759 625 25 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 38 21 33 825 679 27 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1217 901 pX, platoon unblocked 0.67 vC, conflicting volume 1570 679 706 vC1, stage 1 conf vol 679 vC2, stage 2 conf vol 891 vCu, unblocked vol 1605 679 706 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 83 95 96 cM capacity (vehlh) 223 452 892 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 38 21 33 825 679 27 Volume Left 38 0 33 0 0 0 Volume Right 0 21 0 0 0 27 cSH 223 452 892 1700 1700 1700 Volume to Capacity 0.17 0.05 0.04 0.49 0.40 0.02 Queue Length 95th (ft) 15 4 3 0 0 0 Control Delay (s) 24.4 13.4 9.2 0.0 0,0 0.0 Lane LOS C B A Approach Delay (s) 20.5 0.4 0.0 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 Synchro 10 Report RKA Page 2 Queuing and Blocking Report Build (2023) Conditions wl median accel lane Rio Road Apartments - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 254 1341 400 816 536 33 164 183 22 5 Average Queue (ft) 34 928 375 439 132 5 78 164 3 0 95th Queue (ft) 153 1599 469 732 365 22 144 214 15 3 Link Distance (ft) 1303 950 950 174 174 308 Upstream Blk Time 19 0 0 1 16 Queuing Penalty (veh) 0 0 0 3 63 Storage Bay Dist (ft) 200 300 500 125 Storage Blk Time (%) 51 38 0 Queuing Penalty (veh) 297 194 0 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 75 101 210 130 154 Average Queue (ft) 26 34 137 48 8 95th Queue (ft) 58 79 263 104 69 Link Distance (ft) 512 198 174 Upstream Blk Time (%) 7 0 Queuing Penalty (veh) 54 1 Storage Bay Dist (ft) 200 100 Storage Blk Time (%) 3 Queuing Penalty (veh) 19 Intersection: 3: Rio Road & Dunlora Forest Road Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 37 29 6 53 Average Queue (ft) 9 9 0 95th Queue (ft) 32 29 4 38 Link Distance (ft) 128 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 200 225 Storage Blk Time (%) 8 3 Queuing Penalty (veh) 1 0 SimTraffic Report RKA Page 1 Queuing and Blocking Report Build (2023) Conditions w/ median accel lane Rio Road Apartments - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) Average Queue (ft) 52 17 80 32 83 34 71 6 440 209 126 224 20 95th Queue (ft) 45 67 64 38 178 355 40 128 51 100 86 187 1 8 Link Distance (ft) 748 1307 976 542 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Blk Time (%) 20 4 Queuing Penalty (veh) 21 4 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 B16 Directions Served T T Maximum Queue (ft) 201 142 134 Average Queue (ft) 57 18 12 95th Queue (ft) 184 91 92 Link Distance (ft) 121 147 147 Upstream Blk Time (%) 5 1 1 Queuing Penalty (veh) 41 3 3 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: fi: Full -movement Driveway Movement EB EB NB NB B10 SB SB Directions Served L R L T T T R Maximum Queue (ft) 62 27 63 47 3 2 11 Average Queue (ft) 21 9 16 3 0 0 0 95th Queue (ft) 49 25 49 35 3 2 7 Link Distance (ft) 364 364 198 266 147 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 1 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Network Summary Network wide Queuing Penalty: 705 RKA ShTrathc Report Page 2