Loading...
HomeMy WebLinkAboutZMA201700010 Staff Report 2018-06-19 • pOAF 0l` i�M\ se4ro ALBEMARLE COUNTY PLANNING STAFF REPORT SUMMARY Project Name: ZMA201700010 "Boar's Head Staff: Tim Padalino, AICP, Senior Planner Connector Road" Planning Commission Hearing: June 19, 2018 Board of Supervisors Public Hearing: to be determined Owner: University of Virginia Foundation (UVAF) Applicant: University of Virginia Foundation (UVAF) Acreage: 12.1 acres Rezone from: HC Highway Commercial to HC (amend ZMA plan) TMP: 059D2-01-00-01500 Location: Boar's Head Sports Club, 200 Wellington Drive and 450 Berwick Road, Charlottesville, VA School Districts: Murray— Elementary, Henley— By-right use: Property zoned HC Highway Commercial Middle, and Western Albemarle—High (ZMA2004-15); permissible uses include clubs, lodges, indoor athletic facilities, hotels, motels, inns, and health spas. Magisterial District: Samuel Miller Proffers: Yes Proposal: Amend ZMA200400015 to construct Requested #of Dwelling Units: None permanent vehicular and pedestrian connections between the Boar's Head Sports Club property and the adjoining Birdwood property. DA(Development Area): Neighborhood 6— Comp. Plan Designation: Neighborhood Mixed Use Center. Southern and Western Urban Neighborhoods. (Southern and Western Urban Neighborhoods Master Plan) Character of Property: Boar's Head Sports Club. Use of Surrounding Properties: Birdwood Golf Course and Birdwood Mansion to the east; Boar's Head Inn to the west; residential neighborhoods to the north (Ednam, Ednam Village) and south (Ednam Forest). Factors Favorable: Factors Unfavorable: 1. The proposal would establish a permanent, 1. The permanent, unrestricted use of the connector road unrestricted vehicular connection between the could potentially create negative impacts on nearby Birdwood property and Boar's Head properties, as residential properties from new traffic patterns and specifically called for in the Master Plan. increased traffic levels on Berwick Road and Golf 2. The proposal would provide pedestrian interparcel Course Drive; however, this will be partially mitigated connectivity (sidewalks and crosswalks), which is through adherence to the Landscaping and Screening also called for in the Master Plan. Exhibit requirements established by a Special Exception 3. The proposed permanent connector road would approved on April 4, 2018. improve transportation management during events 2. There is no commitment to provide a proportionate at Boar's Head properties; would increase safety share of the cost of a traffic signal or other transportation for people at Boar's Head and surrounding improvements if or when warranted. neighborhoods by establishing a second point of ingress and egress, and thereby improving emergency response; and would allow vehicles to travel between Boar's Head properties and Birdwood without using U.S. 250/ Ivy Road. RECOMMENDATION: Staff recommend approval of ZMA201700010, provided that the owner/applicant make a commitment for the owner to provide their proportional share of the cost of future traffic signals(or other future transportation improvements that may be determined by VDOT and the County to be appropriate), based on the amount of traffic contributed from the development to the intersection(s) requiring improvement(s). ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 1 STAFF PERSON: Tim Padalino, AICP, Senior Planner PLANNING COMMISSION: June 19, 2018 BOARD OF SUPERVISORS: To Be Determined PETITION: PROJECT: ZMA 201700010 "Boar's Head Connector Road" MAGISTERIAL DISTRICT: Samuel Miller TAX MAP/PARCEL(S): 059D2-01-00-01500 LOCATION: Boar's Head Sports Club —200 Wellington Drive and 450 Berwick Road, Charlottesville, VA 22903 PROPOSAL: Amend ZMA200400015 to construct permanent vehicular and pedestrian connections between the Boar's Head Sports Club property and the adjoining Birdwood property. PETITION: Amend the approved application plan for ZMA200400015 to allow for the construction and permanent, unrestricted use of a new private street and associated pedestrian infrastructure, which would establish interparcel connectivity between the Boar's Head Inn and Boar's Head Sports Cub and the adjoining 544-acre Birdwood property (TMP #07500-00-00-06300). ZONING: HC Highway Commercial, which allows commercial and service uses by right, and residential by special use permit (15 units per acre). OVERLAY DISTRICT(S): AIA—Airport Impact Area and Steep Slopes — (Managed). PROFFERS: Yes COMPREHENSIVE PLAN: Neighborhood Mixed Use Center in Neighborhood 6 of the Southern and Western Urban Neighborhoods, which allows for a mixture of residential uses (up to 18 units/acre); office, retail, and service uses primarily to serve nearby residential areas; and places of worship, schools, and public and institutional uses. CHARACTER OF THE AREA The subject property contains the Boar's Head Sports Club, including the McArthur Squash Center. Boars' Head Inn adjoins the subject property to the west. Several residential neighborhoods are located to the north (Ednam, Ednam Village) and south (Ednam Forest). (Attachment A) SPECIFICS OF THE PROPOSAL The University of Virginia Foundation (UVAF), the property owner and applicant, is requesting permission to use the temporary private street ("connector road") that connects the Birdwood property and Boar's Head properties in a permanent unrestricted manner. Currently, the connector road has been permitted and is under construction, but may only be used temporarily between July 22 and August 13 (per SP201700023 condition of approval #7-b, which was approved on December 13, 2017 for the adjoining Birdwood property). (Attachment B) This proposed permanent connection would include pedestrian infrastructure such as sidewalks, crosswalks, and outdoor lighting. The interconnection is shown in relation to existing improvements and structures on the ZMA application plan (Attachment C); and the road alignment and pedestrian infrastructure are also shown on the SP concept plan detail (Attachment D) that was submitted in conjunction with corresponding application SP201700032, and which was originally submitted in conjunction with previous application SP201700023 that was approved by the Board of Supervisors (BOS) on December 13, 2017. The particular alignment of the connector road required the applicants to obtain a Special Exception (SE) for a Grading Buffer Waiver, which was approved by the BOS on April 4, 2018. Special Exception Condition #3 requires certain screening and landscaping requirements to be met in areas between the connector road and the adjoining R1 and R4 residential districts. (Attachment E) ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 2 • APPLICANT'S JUSTIFICATION FOR THE REQUEST The Project Narrative highlights several potentially beneficial aspects of the proposed permanent, unrestricted use of the connector road. These include improved traffic circulation patterns which will help alleviate traffic levels during peak hours; enhanced public safety through improved capacity for emergency response; and improved visitor and guest experiences at Birdwood and Boar's Head Inn. (Attachment F) COMMUNITY MEETING The applicants conducted a Community Meeting for SP201700032 and ZMA201700010 at the Boar's Head Inn on Monday, February 12th at 5:30pm. Approximately 25 neighbors were in attendance. Topics of discussion involving members of the audience and a general summary of answers provided by members of the applicant team included: A. Questions and concerns about transportation impacts, including questions about possible future intersection improvements at Golf Course Drive and Route 250, and questions about changes to the existing signal at Ednam Drive and Route 250. Applicants'answers: The decisions about the intersection improvements at either location are ultimately VDOT's decisions to make, and are not decision that we can make as applicants, or even decisions that the County can make. VDOT has expressed their preference that the existing traffic signal at the intersection of Ednam and 250 be removed and relocated to the intersection of Golf Course Drive and 250; however, the traffic impact study that was completed for these projects and which was reviewed by VDOT did not indicate that the changes to the traffic patterns created by the proposed projects would warrant a traffic signal or require other improvements at Golf Course Drive and 250 in order to maintain the same level of service as currently exists. B. Questions about the magnitude of the traffic impacts near residential neighborhoods and in the center of the Inn and Sports Club areas. Applicants'answers: The connector road will create a second entrance and second exit which improves access and safety in the case of an emergency. These projects will help to remove service vehicles from the Inn's pedestrian core. The designs will include traffic calming materials and features and safe crosswalks. The connector road project is being designed as an experiential entrance corridor—not a "break-neck cut through." C. Questions and concerns about visual changes and impacts to views from residences associated with the new proposed connector road and the associated increase of traffic on existing Golf Course Drive. Applicants'answer: These projects will create short-term disruption and a short-term mess; but in the long run these projects will be done well, and will improve the properties, and are necessary in order to improve the experience for residents, guests, and visitors. D. Questions about whether the proposal(s) include an increased amount of parking. Applicants'answers: Yes; including through improved/expanded parking at Clubhouse, and additional parking at Sports Club, and the lighting will be improved at these parking locations. E. Questions about outdoor lighting along proposed connector road or Golf Course Drive. ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 3 Applicants'answer: outdoor lighting is probable in some locations, including at the entrance to the UVA Golf Facility. F. Questions about whether the proposed par 3 short course or the relocated practice facility will involve the removal of trees or other vegetation. Applicants'answers: The short course will not involve removal of trees along Ednam Village; relocated practice facility will involve the removal/elimination of some trees along Ednam Office Park and Route 250. G. Questions about golf course management practices —will use of herbicides and pesticides increase with the relocated and expanded elements of the golf course? Applicants'answer: The entire Birdwood Golf Course property is a "Certified Audubon Sanctuary"which requires an environmentally-conscious approach to the use of chemicals, the use of water for irrigation, and the management of the property for wildlife habitat. PLANNING AND ZONING HISTORY Zoning Map Amendment ZMA200400015 was approved in 2005. Proffers were established during the approval of that application. (Attachment G) Many of those proffers — including the restriction on permissible uses — are carried forward with the proffer statement that has been submitted with this application ZMA201700010. COMPREHENSIVE PLAN The Southern and Western Urban Neighborhood Master Plan (S+W Master Plan) designates the subject property as part of a "Neighborhood Mixed Use Center" on the Future Land Use Plan, shown below on page 5 of this report. The "Neighborhood Mixed Use" future land use designation represents a mixture of retail uses and services (primarily to serve nearby residential areas) and residential uses (up to 18 units/acre). Primary uses may also include office, places of worship, schools, public uses, and institutional uses. This area is also designated as an existing "Center" of neighborhood scale mixed uses, including residential, office, commercial, and recreational uses which serve the neighborhood. A resort and conference center are also located in this area. Centers are focal places where people congregate, and a "place" to which people want to walk. Centers may be a school, park, a major employment area, or a shopping area. ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 4 77-.40-7 4ria : __. , __. /,- „wok • ill ' ''0,--.a �` •. � ( i,..„,„ . ,, . , ,vim • 7 7...„Rappediiir ( (; , Mount 1 1,.. \/ ' Vr ` �,_ 1,, it , _ , . , ic, jo .4., .- CITY OP. . aua.brnswuc ` _ -�l- — . ......,......w. C, ' .T i1/�y , 5.; �Y I 0 0.5 si .., S.s—�,,, Figure 9:Western Urban Neighborhood Future Land Use Plan ..,ddw.Aood DemRy Reside...MA . Off k.i R•DIFM.jugN bdoa.Nd © Centers vwads lawmen.yawl ihaan Deresy R.od.neol . Iodated ''S...,,,Orin.,Roods Streams .+.,Wibo.eyed MI..d Use . leflee.e.... s 'Am-Water R.Mtl �i S.rar.dmy Road.mi ag Connr..Rr Wiled the Palle ord fGr..SYM.n.. ��Rei.mdr OOe.ekyrMn.Anew - psd weed Use —w Freae..d F .Rood.oy Ner.dk• •Seim Trso,spalalion Rca innar.Julkxs Figure 9: Western Urban Neighborhoods Future Land Use Plan (S+W Master Plan p. 31) In addition to the Future Land Use Plan (S+W Master Plan p. 31) and Future Land Use Categories and Guidelines Chart (S+W Master Plan p. 33), the S+W Master Plan also contains the following pertinent details for the Boar's Head Center and Birdwood Area of Importance (including an explicit recommendation for an interparcel vehicular connection): Other Areas of Importance — 1. Birdwood(S+W Master Plan p. 44-45): • "It is shown for Institutional uses [and] is affiliated with the adjacent Boar's Head Resort." • "An interconnection to the Boar's Head property should be provided." • "Pedestrian connections to nearby residential developments should also be considered." Staff believes that the proposal is in keeping with recommendations in the Master Plan. ZMA201700010 Boar's Head Connector Road PC Public Hearing-June 19,2018 5 • The Neighborhood Model: Staff's analysis of applicable principles of the Neighborhood Model is provided below. Pedestrian Pedestrian infrastructure (including sidewalks, crosswalks, and outdoor lighting) is Orientation proposed in the areas shown on the application materials, which would provide new pedestrian connections between various locations and destinations on the two subject properties, and which would provide improved, safer conditions for some existing connections. Principle is met. Neighborhood The Boar's Head Area is designated as an existing Center of neighborhood scale mixed Centers use, with residential, office, commercial, and recreational uses which serve the vicinity. The permanent connector road and pedestrian infrastructure would strengthen the physical and experiential relationship between the historic, institutional, and recreational features on the Birdwood property and the Boar's Head Sports Club and Boar's Head Inn. The improved walkability and pedestrian accessibility would enhance this existing Center's identity as a prominent destination in the Western Urban Neighborhood. Principle is met. Interconnected Permanent interparcel connection between Boar's Head and Birdwood would significantly Streets and improve the current situation, in which all vehicle trips between the properties must exit Transportation and travel along U.S. 250 / Ivy Road. With this proposal, such vehicle trips would be able Networks to occur internally on private streets, which would reduce traffic volumes on U.S. 250 / Ivy Road and also reduce vehicle miles travelled and emissions. The interconnection would also satisfy an explicit recommendation for this part of the Development Area. (S+W 45). Principle is met. Multimodal The proposals include sidewalk infrastructure as well as golf cart paths that would be Transportation accessible to pedestrians. It is unclear how public transit (CAT and/or UTS) might be Opportunities incorporated into the use of existing and proposed University athletic facilities, either on a regular basis or in support of event management planning. An opportunity exists to enhance transit services between Boar's Head (a community "center" for the Western Urban Neighborhoods), Birdwood (an increasingly important destination for UVA varsity sports programs), and the University (where student-athletes are generally located). Principle is not clearly met; however, multimodal opportunities such as enhanced transit services can be studied and a plan for implementation incorporated into the recently- initiated Area B Study/Birdwood Master Plan process. Respecting The specific road alignment was established to connect two existing private streets (and Terrain and to overcome the significant grade change between the two) with a new private street Careful Grading segment of minimal length and requiring minimal areas of land disturbance. This and Re-grading alignment required the applicants to obtain a Special Exception (SE) for a Grading Buffer of Terrain Waiver, which was approved by the BOS on April 4, 2018. SE Condition #3 requires certain screening and landscaping requirements to be met in areas between the connector road and the adjoining R1 and R4 residential districts. Principle is met. ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 6 Relationship between the application and the intent and purposes of the requested zoning district: As specified in Zoning Ordinance Section 24.1, HC Highway Commercial districts permit development of commercial establishments, other than shopping centers, primarily oriented to highway locations rather than to central business concentrations. It is intended that HC districts be established on major highways within the urban area and communities in the comprehensive plan. It is further intended that this district shall be for the purpose of limiting sprawling strip commercial development by providing sites with adequate frontage and depth to permit controlled access to public streets. The Boars Head property is not a typical HC zoning district, and this ZMA application seeks to amend the currently-approved ZMA application plan to allow for a new (permanent) major element. There is no proposed changes to the existing HC Highway Commercial zoning with this ZMA application. The proposed proffered ZMA application plan shows existing improvements and uses such as the Boar's Head Sports Club and McArthur Squash Center; outdoor tennis courts; parking lots; and sidewalks. The plan also shows proposed modifications to the site, including the proposed permanent connector road and pedestrian infrastructure; a possible reuse of existing outdoor tennis courts for parking; and an additional "possible future service drive/interparcel connection" between the rear of the existing Boar's Head Sports Club and rear of the proposed UVA Tennis Facility on the Birdwood property. Anticipated impact on public facilities and services: Streets: The permanent, unrestricted use of the connector road, in combination with the proposed new uses being requested in the corresponding application SP201700032, could potentially result in significant changes to traffic patterns at Boar's Head and Birdwood, and along this portion of U.S. 250 / Ivy Road. In total, the new uses being proposed with corresponding application SP201700032 are estimated to generate an average of 472 new daily trips (or an average of 236 additional vehicles per day). These estimated new daily trips are anticipated to be primarily "off-peak" —with only 19 additional trips anticipated during the AM peak and 41 additional trips anticipated during the PM peak. In keeping with other SPs and ZMAs, staff believe that it is appropriate for the owner/applicant to provide their proportional share of the cost of future traffic signals (or other future transportation improvements that may be determined by VDOT and the County to be appropriate) on U.S. 250 / Ivy Road, based on the amount of traffic contributed from the development to the intersection(s) requiring improvement(s). The applicant has recently made a verbal commitment to modify the proffer statement to provide such a pro rata commitment. Although there will be additional traffic on Berwick Road and Golf Course Drive from the additional 472 daily trips that changes current traffic patterns, some positive benefits may be realized by making the connection. For example: • the dispersed traffic circulation patterns that would be enabled through an interconnected private street network would help to offset the estimated increase in daily vehicle trips, allowing for the same level of service (LOS B) to be maintained at the Ednam Drive and Golf Course Drive entrances during peak hours; • the permanent interparcel connection is expected to partially offset the estimated increase in daily vehicle trips, by allowing for internal vehicular travel between Boar's Head and Birdwood ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 7 • which does not currently exist (and thereby eliminating the necessity for all vehicles to leave one property, travel down Ivy Road, and enter the other property off of Ivy Road); and • the permanent interparcel connection would provide for a second point of ingress and egress for the Boar's Head properties as well as the surrounding neighborhoods of Ednam Forest and Ednam Village, which presently have only one access point to and from U.S. 250 / Ivy Road (at Ednam Drive). To date residents in Ednam have not opposed the project or been concerned about the additional daily trips. Instead they have asked about traffic during special events, which are summarized in the Boar's Head Event List provided by the applicants. (Attachment H)To address traffic management and parking management during special events, the applicants have submitted an Event Management Plan as "Exhibit K" with ZMA201700010 and corresponding application SP201700032. (Attachment I) The plan addresses issue such as on-site parking management, shuttle services, event signage, and the use of appropriate personnel to manage event traffic; and contains strategies for managing these issues that have been organized into three tiers corresponding with different event levels (sizes/intensities). The Event Management Plan has been proffered with this ZMA application. The proposal, including the Traffic Impact Analysis (Attachment J) that was conducted for this application and Event Management Plan (Attachment I), have been reviewed collaboratively by the Virginia Department of Transportation (VDOT), the County's Transportation Planner, and the Director of Planning, with the applicants and their traffic engineering consultants (Vanasse Hangen Brustlin, Inc. / "VHB"). VDOT indicated no objection to the proposal most recently on June 8, 2018. VDOT has previously recommended that the existing traffic signal at Ednam Drive be relocated to Golf Course Drive; however, Staff are not recommending a signal relocation at this time, provided that additional future traffic analyses are conducted by the applicant at the U.S. 250 / Ivy Road intersections with Ednam Drive and Golf Course Drive at specified time periods (12 months after permanent opening of connector road, and again at 24 months after permanent opening of connector road). Staff do strongly recommend that any future evaluation and decision-making concerning traffic signals and all other transportation management issues be consistent with the STARS Corridor Preservation Study being conducted for U.S. 250 West (between U.S. 29 and VA Route 240). Schools: The proposal includes no dwelling units and therefore would create no impacts to, and require no services from, Albemarle County Public Schools. Fire & Rescue: The proposed permanent connector road is not expected to create any new demands on Fire & Rescue services, and is expected to potentially benefit emergency response by providing a second point of ingress and egress to Boar's Head and to surrounding residential neighborhoods. In reliance upon field verification by a licensed civil engineer that the existing segment of Golf Course Drive meets applicable private street standards, Fire Rescue has indicated no objection, provided that any permanent gate installed on the connector road be equipped with a Knox box in order to enable emergency access. A note on the application plan satisfies this expectation. Utilities: This project is in the ACSA water and sewer service jurisdictional area, and both services are currently being utilized by both Boar's Head and Birdwood. The permanent, unrestricted use of the connector road, in combination with the proposed new uses being requested in the corresponding application SP201700032, requires a replacement and upgrade the water main (from existing 6" line ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 8 • to a new 10" line).This upgrade is required by ACSA, for the purpose of meeting the applicable minimum requirements on the fire flow test. There has been some initial discussion of RWSA's interest in the potential future use of the Birdwood property for routing a future raw water transmission pipeline between Ragged Mountain Reservoir and South Fork Rivanna Reservoir. At this time, that potential raw water transmission pipeline project is in the early planning stages, and is not expected to be a capital project in the immediate or intermediate future. It would be appropriate to incorporate the potential raw water transmission pipeline project into the ongoing Area B Study / Birdwood Master Plan. ACSA has reviewed this application and has indicated no objection. The review and approval of the water main upgrade was conducted through a separate permitting process with the County and ACSA (SUB201700203 — approved on April 5, 2018). Anticipated impact on environmental, cultural and historic resources: There are no known environmental, cultural, or historic resources being impacted through this proposal. Construction of the temporary connector road was properly reviewed and permitted through required Road Plans (SUB201700203 — approved on April 5, 2018) and required Water Protection Ordinance /VSMP Plan (WPO201700076 — approved April 30, 2018). Anticipated impact on nearby and surrounding properties: Some concerns exist with regards to potential impacts on nearby residential properties from new traffic patterns, increased traffic levels on Berwick Road and Golf Course Drive, and outdoor lighting. Opportunities exist to mitigate potential impacts by making context-sensitive specifications for light poles, outdoor light fixtures/luminaries, screening and landscaping, and other site planning and design details. Site-specific landscaping and screening requirements must be met in areas between the connector road and the adjoining R1 and R4 residential districts, per Special Exception Condition #3 of the Grading Buffer Waiver approved by the BOS on April 4, 2018. Public need and justification for the change: The Project Narrative cites several aspects of the proposed permanent, unrestricted use of the connector road that could be beneficial to the public. These include improved traffic circulation patterns through a newly interconnected street network, which will help alleviate traffic levels during peak hours and events; enhanced public safety through the establishment of a second point of ingress and egress, which is expected to provide improved capacity for emergency response; and improved visitor and guest experiences at Birdwood and Boar's Head Inn. PROFFERS Proffers are contained in the Proffer Statement (Attachment K) and are summarized below. At multiple points during the ZMA application review process, staff have strongly recommended to the applicant that substantive changes be made regarding the issues addressed in these proffers, as described in the staff comment provided in italics. • Proffer 1: Development of the property shall be in general accord with the Application Plan. The Application Plan identifies major elements on the subject property, almost all of which are existing improvements. The Application Plan shows the proposed permanent connector road; the proposed (potential) repurposing of one area of tennis courts into parking; and a proposed (potential) future service drive to provide a second point of inter-parcel connection. ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 9 Staff have no major substantive comments on this proffer or the corresponding Application Plan; previous review comments have been addressed and resolved. However, it is important that the following issues be addressed or corrected (as may be necessary): - The Proffer Statement references "Attachment A"but the Application Plan is also provided as "Exhibit E." - The Proffer Statement references an Application Plan dated March 1, 2018 but the most recent Application Plan is dated April 27, 2018. • Proffer 2: Permissible uses. This proffer voluntarily restricts the use of the subject property from certain uses that would otherwise be permissible. This proffer is consistent with the existing proffer statement established with Zoning Map Amendment ZMA200400015 which was approved in 2005. This proffer is consistent with the existing proffer statement established with Zoning Map Amendment ZMA200400015 which was approved in 2005. Staff have no issues with or objections to this proffer. • Proffer 3: Recordation of subdivision plat. This proffer was established with Zoning Map Amendment ZMA200400015 which was approved in 2005. This proffer has since been satisfied in full. • Proffer 4: Event Management Plan. This proffer would require the applicants to submit an Event Management Plan to the County, for approval by the Zoning Administrator, prior to issuance of a certificate of occupancy for the permanent unrestricted use of the connector road. Such an Event Management Plan would address on-site parking management, shuttle services, event signage, and the use of appropriate personnel to manage event traffic. An Event Management Plan has been submitted as "Exhibit K"with the applications for ZMA201700010 and SP201700032. It contains strategies organized into three tiers corresponding with different event levels (sizes/intensities). (Attachment I) Additionally, as noted above, and in keeping with other SPs and ZMAs, staff believe that it is appropriate for the owner/applicant to provide their proportional share of the cost of future traffic signals (or other future transportation improvements that may be determined by VDOT and the County to be appropriate) on U.S. 250 / Ivy Road, based on the amount of traffic contributed from the development to the intersection(s) requiring improvement(s). The applicant has recently made a verbal commitment to modify the proffer statement to provide such a pro rata commitment; any such modification would need to be finalized prior to the public hearing with the Board. SUMMARY Staff has identified the following factors which are favorable to this request: 1. The proposal would establish a permanent, unrestricted vehicular connection between the Birdwood property and Boar's Head properties, as specifically called for in the Master Plan. 2. The proposal would provide pedestrian interparcel connectivity (sidewalks and crosswalks), which is also called for in the Master Plan. 3. The proposed permanent connector road would improve transportation management during events at Boar's Head properties; would increase safety for people at Boar's Head and surrounding neighborhoods by establishing a second point of ingress and egress, and thereby improving emergency response; and would allow vehicles to travel between Boar's Head properties and Birdwood without using U.S. 250 / Ivy Road. ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 10 Staff has identified the following factors which are unfavorable to this request: 1. The permanent, unrestricted use of the connector road could potentially create negative impacts on nearby residential properties from new traffic patterns and increased traffic levels on Berwick Road and Golf Course Drive; however, this will be partially mitigated through adherence to the Landscaping and Screening Exhibit requirements established by a Special Exception approved on April 4, 2018. 2. There is no commitment to provide a proportionate share of the cost of a traffic signal or other transportation improvements if or when warranted. RECOMMENDATION In consideration of favorable factors identified above, Staff recommend approval of ZMA201700010 "Boar's Head Connector Road" — provided that the owner/applicant make technical changes noted in the report and a make a commitment for the owner to pay a proportionate share of the cost of signalization or implementation of other transportation improvements if or when warranted. PLANNING COMMISSION POSSIBLE MOTIONS —ZMA201700010: A. If the ZMA is recommended for approval: Move to recommend approval of ZMA201700010 "Boar's Head Connector Road" with recommended changes from staff. B. If the ZMA is recommended for denial: Move to recommend denial of ZMA20170010 "Boar's Head Connector Road." ATTACHMENTS: A— Location Map B — Existing SP Conditions of Approval (SP201700023 — approved December 13, 2017) C —ZMA Application Plan / "Exhibit E —Application Plan" (dated April 27, 2018) D — Connector Road Concept Plan / "Exhibit B — Conceptual Plan Sheet 4 of 4 — Connector Road Detail" E — Grading Buffer Special Exception / "Landscaping and Screening Exhibit" (dated March 5, 2018; approved April 4, 2018) F — Project Narrative / "Project Proposal" (dated April 30, 2018) G — Existing Proffers (ZMA200400015 — approved December 8, 2004) H — Boar's Head Event List I — Event Management Plan — Boar's Head Sports Club / "Exhibit K" (dated April 30, 2018) J — Traffic Impact Analysis / "Site Traffic Evaluation" (dated December 18, 2017) K — Proffer Statement/ "Exhibit G" (dated April 30, 2018) ZMA201700010 Boar's Head Connector Road PC Public Hearing—June 19,2018 11 Location Ma.: ZMA201700010 - "Boar's Head Connector Road" • -willlit 11 Legend ��\ 0 44� ♦ i 06 601 (Note:Some Remo on map may not appear in legend) lissaii,4 to q I ' - '4- <:!!:)4' .1,\ .- 1/ . 711'. aarmwrrvwm Apr J( ç3øt _ .. .rii, IW— C n. r 11 f�7l• \ 1.., i( yr. ,\ M•}.0Cl mwr / Fa- Li* - % i JO �,! ,aiii Q k.,� LZIIIIA'f I . 0.4. Ci-\ o_ii--, aff ., g s, 044,4 \�r3 a lly, ,33, ,, ,$), 1. ; i 6 —f_a=746r,� i o '/ ell \�. k r { �•. wH7, � . :1 a �a ;•-.\yam •Gi'iI� r'4.O rN-. -•:1'/\�`` t.^f`�,`a/ C lf '� ~it p�.�►1�ljp f 9 `�C S P ,1 it.�:\ /� c o 'o >'eoP'''SN�J `C." 1��' *\1"P A 4 r', 3° subject property: 7,-\ c<, f E... BERWj . ti7 p'J' } �. '`�/ to o oQP4 40 � ��e '� 4 o�o gibe {'", #59D2-1-15 It �jl G j� i .� : :$: ' + C �tO , •, oh on �,� 17E--- 'Q' . ' 7.1[1 - • tf 44 / C.----- - ) . 4. ... . ...._ .. >( <'6> tit . ° • Birdwobd41, L_._� � 4,44..,„ B• -rs Nead 0 / �� .‘,,,/,., viv4 orts crab 4► ., �_., l Ally 0 11 ,k ' ':''r AIPS .6,‘. n t<ie 0+() .,, I/to �l ��� ' .ai �'t./' • -‘41 ♦ SCRPI ..., or', �, . \ � �Golft't)t ''r, i ��� -•';� �e , � �, il 657ftAt- aw•i • 4. c,, 4P, oor.L„,,J \ �/ � i a / e, GeograPh�Data Sery ces `\ �/1�r ,, , !IY /i w•ww.albemarb.orp �� \ �� , • ; ; ir .A, . Si ,'� I (434)296-5832 ll - Map a for Deploy Purposes Only•Aerial Imagery from me Commonwealth of Virginia and Other Sources June 6.2018 ATTACHMENT A RESOLUTION TO APPROVE SP 2017-23 BIRDWOOD—BOAR'S HEAD TEMPORARY CONNECTOR ROAD—AMENDMENT WHEREAS,the University of Virginia Foundation filed an application to amend a previously- approved special use permit(SP 201700009)for Tax Map Parcel 07500-00-00-06300 to construct a temporary connector road between Golf Course Drive on the Birdwood property and Berwick Road on the Boar's Head Inn and Sports Club property for temporary use between July 22,2018 and August 11,2018, and the application is identified as Special Use Permit 2017-00023 Birdwood—Boar's Head Temporary Connector Road—Amendment("SP 2017-23");and WHEREAS,on October 31,2017,after a duly noticed public hearing,the Albemarle County Planning Commission recommended approval of SP 2017-23 with conditions;and WHEREAS,on December 13, 2017,the Albemarle County Board of Supervisors held a duly noticed public hearing on SP 2017-23. NOW,THEREFORE,BE IT RESOLVED that,upon consideration of the foregoing,the staff report prepared for SP 2017-23 and all of its attachments,the information presented at the public hearing, and the factors relevant to a special use permit in Albemarle County Code§ 18-33.8,the Albemarle County Board of Supervisors hereby approves SP 2017-23,subject to the conditions attached hereto. * * * I,Claudette K.Borgersen,do hereby certify that the foregoing writing is a true,correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County,Virginia,by a vote of to ,as recorded below,at a regular meeting held on Clerk,Board of County Supervisors Aye Nav Mr. Dill Ms.Mallek Ms.McKeel Ms.Palmer Mr.Randolph Mr. Sheffield ATTACHMENT B SP-2017-00023 Birdwood—Boar's Head Temporary Connector Road—Amendment Conditions 1. Development of the indoor golf facility shall be in general accord with the plan entitled"Illustrative Site Plan—Parking Option C"prepared by the University of Virginia Foundation dated August 21,2017 and as modified by staff(hereafter"Illustrative Site Plan"),as determined by the Director of Planning and the Zoning Administrator.To be in general accord,development and use shall reflect the following major elements as shown on the plan: a. Building location,orientation,and mass; b. Parking lot location; c. Installation of new landscaping for screening purposes; d. Retention of trees shown for preservation;and e. Earthen berms adjacent to the new parking lot. Minor modifications to the plan that do not otherwise conflict with the elements listed above may be made to ensure compliance with the Zoning Ordinance, as determined by the Zoning Administrator. 2. Design and development of the improvements shown on the Illustrative Site Plan for the indoor golf facility shall be subject to the following,as determined by the Planning Director or designee: a. Placement of the parking lot within the"bowl"created by the existing terrain in a way that minimizes grading of the slope to the north of the new parking lot,which is to be preserved for its screening effect; b. Construction of earthen berms adjacent to the parking lot which are compatible with existing topographic variation and which further reduce the visibility of the parking lot and parked cars from Golf Course Drive; c. Approved planting plan and planting schedule which,at minimum,include: i. New landscaping materials planted in naturalistic or informal arrangements which are consistent and compatible with the existing landscape in terms of character,density,and species; ii. A meadow or similar grass landscape along Golf Course Drive;and iii. The use of native plant materials;and d. Submittal of a conservation plan prepared by a certified arborist to preserve trees identified for preservation, including the treatment of all ash trees(species Fraxinus)that are to be preserved for protection against the emerald ash borer(Agrilus planipennis),to be used in conjunction with the conservation checklist described in Condition 6. If all reasonable alternatives for preservation have been explored,and such trees cannot be retained due to the health of the tree as determined by the certified arborist,removal may occur. 3. Ingress and egress along Birdwood Drive shall be restricted,to the satisfaction of the Zoning Administrator,to only those residences served by Birdwood Drive and shall not be used as an access to the indoor golf practice facility. 4. Any new construction at the existing golf course facility and site other than the site improvements shown on the Illustrative Site Plan referenced in Condition#1 or on the Concept Plan referenced in Condition #7 or on the Preliminary Plan for Birdwood Golf Course approved with SP199600053,except for minor changes(such as additional practice tees,modifications of greens and other changes that do not require a site plan),shall require an amended special use permit. 5. The owner shall continue to implement an Integrated Pest Management/Nutrient Management Plan to reduce adverse water quality impacts. 6. Prior to any land disturbing activity on the indoor golf facility site,the conservation plan and checklist, the landscape plan, and the grading plan shall be approved by the County Engineer and the Director of Planning or their designees. ATTACHMENT B 7. In addition to the preceding conditions,the following project-specific conditions apply to all development,improvements,and uses associated with SP201700023 ("Birdwood—Boar's Head Temporary Connector Road"): a. Development shall be in general accord with the plan entitled"Temporary Golf Course Connector Road—Exhibit A"prepared by Dewberry Engineers,Inc. received September 21,2017(hereafter "Concept Plan"),as determined by the Director of Planning and the Zoning Administrator.To be in general accord with the Concept Plan,development and use shall reflect the following major elements as shown on the plan: i.connector road alignment between Golf Course Drive and Berwick Road; ii.gate(or similar physical barrier for access management);and iii. pedestrian infrastructure(including sidewalks,crosswalks,and exterior lights); b. Access to and use of the connector road is restricted and temporary;the road may only be used by vehicles between July 22,2018 and August 11,2018; c. The location(s)and material specification(s)for all access management features, including the gate (or similar physical barrier)and all associated signage(or other informational materials)must be reviewed and approved by the Albemarle County Department of Fire Rescue Chief or his/her designee and by the County Engineer or his/her designee;and d. A Maintenance of Traffic Plan(MOT Plan)must be reviewed and approved by the Area Land Use Engineer for the Charlottesville Residency of VDOT or his/her designee. ATTACHMENT B Revised Exhibit E Application Plan (for ZMA 2017-00010) ATTACHMENT C ZMA 2017-00010 \42,,,‹T , I 42'...e://f............. 200 EDW1Nf I�R„,7 •. ,�,:` � r ,v� p '. ' : tioimi, (1/4 csc4-C•<‘\‘‘x. ..* 'COI N.;'....:\,:441/4, ;‘,.'''', ,,,,Al/i FP r .oy re; '-'4' T01110,46, ./../.......:...•....•...i....•;,:...i,'....:.:.•...........:.......:.%::::...:...:...:............:4.::::::.....:...14:....... \�, * : •. '00R TEN S S' , COURTS ,,mac' • `f,Liir . 1 ,�`/ Y r f' ,., V F .1 r NEN r eS ,;, F,: / TM 59D(2)-01-15 �\ :'• / ., Existing Zoning: HC # c� :., e4 .K:::::: ::. ./43,-;-_,,,,t , ilir-1 ' -N. 7� lik(1 OUTDOQ• ENNIS �`''�. � ;_.;:.: -....7‘,/ \ \ I `4 .�\-*::../,,,, -) \ Wit1RTS •- - :::•:%,• :::-........7.::..- ., OUTDOOR'TENNIS �`' :>:: ,rf / ` COURTS,OR PA i x .a:•::.' : .::.:, :: ;' III kr O / �y`" � '.. iri'.c.:::is iii'... 7� : . r. \\ ' i/, ' /�'�7 TMP 75-63 TMP 59D(2)-01-02 ( �.'_ / BOAR'S HEAD ��; � �� a. J Existing Zoning: HC SPORTS CLUB/\ P ?: Existing Zoning: R-1 \ N. ``` See SP 2017 32 Iii: 1,0 9,:/C, /0/ 1",e4:;;4> . ".:.-..-...;:::::.--;.g:.:-:•:-:-..-...:-.:-..-..... ..:.:::...., ...::::::...........x.:1:::::: , \ ;..::::::::.:.:..t..4;Y:•ff' 11:::.:::::.:•.;r•: •-:-• / 'N '\ * iv:::::::::::::::::::.:::::::::::::::::::::::::::::.:2...g::::K.. ‘i....::::.:::::::::::::4.:::::::::::::. :::::: r � s cART HUR t i` • ............................................... . ........ ............................................. '* .,‘\\Ii„._____ ARE?;• .:... ::::';:..e;;.'.`:`. :. ..: .,'.,,\'N,.4!'c''I:./•U,A'S5'H6 1\C0E,/* '.'.',71e'.."-.4.:':::::::::.z•:4:::.:":::::,:.".:::.,;:..i.,::::.::!.:::f:::.:1..::4:::::,4.::::••::::::::6.::::.,::::::::::::::::::::::::::::••::::::;:::::::.:::.::.::..:::.::::.::.::::::.:.:::.::•:::::.::.::::::.:::•.::::.:'::::::::::2::::::..::::.::...::.:::::::...::::::::::.::...::::::::::::.:::.::::.:i":f::.::::..::.:.:.::::::::4::::.:.::3:::::::4::::::..1•::::..::..1:.::5:::::.::::::•::::::-:::::•....:...:..:.:f.:..:.::..•:i:.:.;:::A::•::::: 1► ` fit,,. \, ;;r r w. 4 xteb. .... . ::::::i: ;:!:.:::::::.'' f r` 'ri• ^ �'}�.{iiifi?::::(}:::::^::ti^^ir:'•:}:fir: ) 1111111 � ..r.... :ii'.'::riiitiiirii:ii.•: ........ .... m A C (t. .::•:::....:: :::........y . ..". mac.• ... . :. ...S� - T :':.::::•:::::::': :::1:::.:.:.'.:' ':.'.: ':'::':.':.':.:'.':::':. ..::'::::.':: :. ... ":. .........:::::::. . ��fu Y :9 ' : ............ ..... ............ .;................ .. •.�• . •::. •:::::._,.....:::::::::''I';::.:::';;;'::.:::...:: ....•.•...::::'.....::,.: .:::'� � iii: :::::r:$rr_:i}i:i:'r})�; (;;4iii�}?:ii'ii:i:�i:iiii ^.:. ............ 171, .... .. . .................. . ..::::: :::::::•::•::•::•......• :.:•.E:.......:.::...:::...i::...:.P.P.!.:;:::...:.....:::..:..:..:•.:..:•...• *.:. '................•;1 ...ti.ddr.1.. ,. ..... ......... ......,...........711........... -et-........................x..........:::::::::.:::::::::::::::::::•::::.(7......:::::::::.::::::...........t......,::::;:::::::......:::::::::.........::::. .::: ......... .F1�i O ....... .iP • Dewberry' ThE APPLICATION PLAN oAT04/27/2018 r Dewberry Engineers Inc. PROJ.NO. PROJECT UVAF BOAR'S HEAD 4805 peke©rook Drive Su4e 200 Glen Allen VA 23080 SPORTS CLUB PHONE:604 2Nate S> ATTACHMENT C Revised Exhibit D Birdwood SP 2017-00032 Connector Road Detail ATTACHMENT D BIRDWOOD SP 2017-0032 Connector Road Detail Sheet 4 of 4 _ - , 2 3 4 1 __ •i it T,•".• .:.,,,, . 2 ,••i••.y. 1. ; '. .._...i 1.:')k:•...'.,'.,TIC‘.: •'. i ; 9 Dewborty ......,,6,90... ,•4„: 1. .'-....'s :?‘4 (.:\ &mend location of gate.A ' i 1 'At 1`. t : ‘))., " - ..1::::*.! : •'.:' *'., ,,. • . =.7..47..•E . .. , , •. , i •. : Knox lox will be Installed. :'I/ '..• q ,. ).; : .'t•....;''..;.:t' 1 ,1 .'• . '.• ;/..i : \ Note that installation of 1.1A,":••'::..,: '1 l',.\.'., ',,, ::., ; \ i; ,.....c,',.. ,. , PRdP.AUTURL TR14L into for nbanOnOtnent of ,...,',.,' II:.,,... TO p/NYOOU'444,45/0k traffic Is allowed,but not '''"••••t t:',!..., - i'\\•. `,.‘`.., . ''.. required,for permanent Connector Road. ''' ..''... 1 \':'...,:: .. . I\i •. •....;.. i ... \ ,.. 1 ,Luu,o ,ii, • 11 ; ..,\,.. ..: :i, ••• .1 cz,rre w. .... : • .1 •,..,..„ . 416244411-4 : : i ; / ; .• , , , . A,\• • • • i 080 °I 0 r nap sosa444•63 s.: 4- .... ' fe -i-;•%•;,, ' i i i ' " i ..---- Ex.Pond '.'f'. i I 1‘ \\ ....C. (---- . . -- • O. 0 -_,... 2 U.,ILI 15% i , s'''''..k.\..... ................ i i/ ./ i ':4%°...• .......Ito.. • • , . '''.• III—Z 0 .......... I / ii ,7 ‘. • ...• zi2 ........ 7... ............. r ' ......,.; ' • 1.. : poor hojdth tO 1 .„• S - OP FuriiRE. /./ It- %--...- -- .--- (-) Lc • I 9....'......'. ....\•,, TRAP BeD2-04-011-3 • : - •ir romdved ,• '...... ... . • • PATII TRW 1102-044A-2 1 i - • '.. • ••., A. . *. ---... • "•• ..*.v.., '-.. --- ,• i i •*. - 1 A i f ''''•t44.".. ''''• "-.....- : - —.... -..,. -::......,.............. illlit • '--'.:‘.1.‘\'^-•‘.'.:•1;.•‘„:....::............. ..7-:I" (9° ° 4 # \ , .. -1---. .... ..........---,r- Afi . ' • ; ,„.• -\ -:',.. 1111\1 ,, .\\C 'is •PROP.FUTURe I '''' ...•• ' ' • 1 ': .......... PROP.FiaONFIG.OF - ,,,y..__7z 'Ilk, , \t::\• C,r7: PATtf"I ..,...c -. EXIST cART PATH - :-:'?"--:, ,,___ „. V.4. \,.. s, r:-. ••...-1 - TRW 59102-141141A-1 4! W _ \ ' MOP 51024441.1 .... \ I :t Prop/rated Tee Box ; i * - • ' ' ‘- %\ '1''''-----I I • •------ -. . .... dett ,.,,.v-• /p TRW 511W244-011-2 •. ;' ...•.•..... IL .; • ‘, ..1 • , TIE TO ..-- ./.lip i EXIST.CuRE PRTPXI PROP.0 ,:y.... _._ . . . . .. . •. . OVER EX.PIPE - -,,k„,,iiii:i • ....:,.... ----1.--v.6- \\'''VF .—- ' iii0101 • ..„ ...4 ...-A.' -.N •'...kL:\,-- r-,-,fxrie op ,. ,.-- - , ,' ' ' ,Ay -' WALL- '•.4—--:',..,::•..,-..::\'•,: .40011rillillirilliMils - . - Po PoHoitiO1 Onek' . • •P'' . - . .•:_:--- - --'''''' - •.•/ • inderrATH--- ------ ' - - - ••‘•• - • - - :'' Ifii.•:"....-1:---- w...N..,-*:. '‘-•, .:••‘t::‘.1.':'S‘-•, \ -:,'is.1 , •' - • :••••••• ..."-•' ',.: I ins/ i,---- s'-....:-....,'•. ,7•: •#‘:,:.::•\'‘'•', 1.. :11, - , I.,.,..,....e,it:::‘.,\ Nips- r,r• : .• au r. Blrdood mo .,„.:.1..,,t.i•,.\,. ..1. i : . . . - - • `- 1 : : IV/'fj-, -'-'• 000loinavonnO.,,,V.0.0., ..;.A:: '• 1 "'"••• i Boar's Hood Parcel - ." t . ' FORINIWNR .,.7. ...1,.,•,„,;.44, .:,,,, ‘.., ...... _ . ., .. . , TRW Blo2-01-15 ! ! - i %,;.,'Air;;;AV.,•:1,1‘...;' ••.4:%-mem« .. .: tiewersfty et Wilhite ' I ' ' ' ''1,• - .1,-......--- ., . '..'•::::,',..„..f.• ',..0.1::,:.';* N , , -1 Hest Properties Inc. I ti • ' ' ''• . ‘ -k'' ,r\'"'‘40../ t : '1 : . •Ir ' •1 • 'Y '• ..,. " ---- .‘.•\'':,;:'S:<•;:.•k‘f•'. 3,.•:.:...-1%,",., . . 1 ` • ...j. 's, ::::::::::: ::::\'•:;:::W2':‘?•'., ,sZ:... -7.- PRELIMINARY • I i i-i•-'. -; .. --ii. 1 4 t vii , .k.-: ••-•,: •••••._ ii:i ;:::::'•‘...\•:•,,.'1;ili:1•..;;; O: ,• GRADING .'•it\....\ •••,,s,„•••••••••,. .v:• :....f.-•,.:.:::,L EXHIBIT . , 'Vt.':. t..\•. l:.e.. ,.4•••.•,.-. A • • i . I - :.,' - •-;•!: i •. ,,,',.1:.i: .,. "_. , ) '•,„ ,'i%; : ; : • : \ 4 . - , .. • , .. ..... , ...,...,,,. . .• ,- • • - •-•••• ' : '''''' ' '' , 1, _•-•,-.- ..:::7 .''..; ,..,:', '..:,..4.:;.....,1 . • t. „. ; - Exhibit A --------r------ 1..ti-,-., -V, ----- - - ..'?•v•-:\ • i i i .. - •-.: - •:s^-v-•• i % 'e '. '.; - . .--..t.,.1 .. •.1.1:',..4, /7 . t :. ....... ......- ----- .. 's Li -.•, % i , ',"'"' ..`.4 .7.:..T i-t="::::t 7- :,......, •. t' ..-.--..f ..:i!i -7L.7.,-..----:•.,'...,...'1._\._ • '••:1.•' ., ._.__ •••""- 0.0 Note: Previously approved as SP 2017-00023 Prepared by the UVA Foundation m April 27,2018 Z —I 0 RESOLUTION TO APPROVE SPECIAL EXCEPTION FOR BOAR'S HEAD CONNECTOR ROAD WHEREAS,the Owner of Tax Map Parcel Number 059D2-01-00-01500(the"Property")filed an Application for a special exception in conjunction with ZMA201700010 Boar's Head Connector Road and SUB201700203 Temporary Golf Course Connector Road to waive the buffer zone requirements of County Code § 18-21.7(c)to allow grading and construction activity for the permanent use of the"Boar's Head Connector Road,"the temporary use of which the Board approved on December 13,2017(SP201700023 Birdwood-Boar's Head Temporary Connector Road—Amendment). j I NOW,THEREFORE,BE IT RESOLVED that,upon consideration of the foregoing,the Memorandum prepared in conjunction with the special exception request and the attachments thereto, including staffs supporting analysis,and all of the factors relevant to the special exception in Albemarle County Code §§ 18-21.7, 18-33.5, and 18-33.9,the Albemarle County Board of Supervisors hereby approves the special exception to waive the buffer zone requirement for the development of the Property, subject to the conditions attached hereto. I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of six to zero, as recorded below,at a regular meeting held on April 4,2018. CIO L /4 Clerk,Board of County Supervi6s Aye Nay Mr. Dill Y Mr. Gallaway Y Ms. Mallek Y Ms. McKeel Y Ms. Palmer Y Mr. Randolph Y ATTACHMENT E SP201700023 Birdwood-Boar's Head Temporary Connector Road—Amendment Special Exception Conditions 1. The proposed grading and construction activity within the twenty(20)foot buffer zone along the adjacent Rl and R4 residential districts shall be for the purposes of constructing the Boar's Head Connector Road and installing the required landscaping and screening,in accordance with the specific terms and details of the Roadway Plans and Grading Plans submitted with the Application for this special exception, prepared by Dewberry Engineers,Inc.,dated February 1,2018,and in accordance with the specific terms and details of the Proposed Landscaping and Screening Exhibit submitted with the Application for this special exception,dated March 5,2018. 2. Grading and construction of proposed improvements are subject to approval of SUB20 1700203 Temporary Golf Course Connector Road,WPO201700076 Temporary Golf Course Connector Road,and all other applicable plan approval(s)and/or permit(s). 3. Landscaping and screening shall be installed and maintained in accordance with the specific terms and F details of the Proposed Landscaping and Screening Exhibit submitted with the Application for this special exception,dated March 5,2018. ti ATTACHMENT E 1 2 3 4 5 e Potential treet Light E ' ypical) • t t \ \IIII , PROP.tffgal 4 TfArslcoN TO Etwm -. 111 t 1 1 .. / Exl TAW S9D2-04-08-6 ,- , _ •..., ,,, : rpv,. .....40.-- ..<7:::., ..z. lkillilk .' ,iimpy,driAlii it 0 i D 17111.1111112-04.08-3 i f el.Pond 1//440f . . • TAW 59D2-04-013-3 MAP 5902.04-0A-2 R-4 :' fOr"Vartor . AN Erinarn Village Parcels '/ /.._ . -,i/if --1:::: 4r7P TAP 59D2.04-0A-1 U., : do' Potsedrai 6441 ...TIM.5110244411114 • . : :..-- erfisT.Ocv „,f;;IIP..7., 8.122444.4.40o. • if ..,....i„....-..=•-._- _ ‘\ _...-..iltave to manage ...,. . ...\ • gr " accots for siveat. t • . • 0 - [EXI;tIng Screen Fence / 10. .'dates only ‘\ , t\ , — t 000, , - .........10;,•000-1.• niTECriRki . . - , • . .... ..----;:,-. '' %1 . /, ilik.: _-- ..___...., ....---------\.....------ . , , ,,.. .6006.110.11111.11illb• ../ Potential Stick - ! ' ' i . • Sidewalk 13 . Birdwood Parcel , TAP 75-63 11,, Boars Head thii.ofsity of ifirgiade Roar a Head Parcel r • Foundation ' t\I Connector Road --E TAW 5902•01-15 University of Virginia i " ..; R-1 Host Properties Inc. -P -. sre,' Special Exception . Screening requirements will be satisfied using the following materiaLs: MC . . . ..... -Existing screen fence and existing wall along the R4 Residential District and - f; . - c•ip Request Proposed -New landscaping materials along the R1-Residential District,to include a 1 IC '4 '-'' 4 4 . . Landscaping and ; •• A minimum of 25 shrubs,five evergreen trees,two flowering trees and two ' Screening Exhibit canopy trees. All New landscaping materials will meet the minimum size requirements specified in the applicable sections of Albemarle County Code 18-32 7.9,and will be installed per Albemarle County Code 18-32 7 9 9 March 5,2018 t .__ _ _ ___ ' " __ ATTACHMENT E UVA Outdoor Tennis Facility, Permanent Connector Road, and Par 3 Short Course Golf Course Special Use Permit Amendment and Zoning Map Amendment Submittal#3 April 30, 2018 Albemarle County,VA Project Proposal On behalf of the University of Virginia Foundation(the"Foundation"),we would like to request the approval of a Special Use Permit Amendment for Tax Map Parcel 07500-00-00-06300(the"Birdwood Golf Course Parcel")and a Zoning Map Amendment for Tax Map Parcel 059D2-01-00-01500(the"Boar's Head Parcel")for a proposed Outdoor Tennis Facility, Permanent Connector Road and Par 3 Short Course Golf Course. The Outdoor Tennis Facility and Par 3 Short Course Golf Course will be located entirely on the Birdwood Golf Course Parcel and only a small portion of the Permanent Connector Road will be located on the Boar's Head Parcel. Currently,the Boar's Head Parcel is governed by ZMA 2004-00015 and the Birdwood Golf Course Parcel is governed by SP 96-53, as amended by SP 2015-19,SP 2017-09 and SP 2017-23,which each apply to the current amendment as follows: • SP 96-53 allows for existing golf uses, but requires an amended special use permit for any new construction. • SP 2015-19 allows for an Indoor Golf Practice Facility, and minor amendments to the building location were approved as part of SP 2017-09(the"Indoor Golf Practice Facility"). • SP 2017-23 allows for the construction of a temporary connector road linking Berwick Road and Golf Course Drive(the "Connector Road"). We are proposing the Connector Road be allowed to remain as a permanent access way. With this submittal, we propose that the existing approvals for the Birdwood Golf Course Parcel be consolidated into one Special Use Permit approval. As such,for SP 2017-00032,we have included an overall Conceptual Plan to be referenced,as well as detail sheets for each of the previously approved elements. A detail sheet has been provided to give a better sense of the tennis area,although the exact layout and design will be determined during the site plan process. We have also provided a draft of proposed conditions that would apply to this new Special Use Permit covering all uses of Birdwood Golf Course Parcel. Existing Uses: The Birdwood Golf Course Parcel consists of 544.078 acres, is zoned R-1,and is designated for Institutional use in the Comprehensive Plan. The Birdwood Golf Course consists of:the golf course, numerous streams and ponds(partially wooded),the Birdwood Clubhouse,and dependent maintenance and storage structures as well as the Birdwood Mansion and dependent structures, including four 1 ATTACHMENT F buildings currently rented for residential purposes. The property will soon include the Indoor Golf Practice Facility and the temporary Connector Road. The Boar's Head Parcel consists of 12.14 acres, is zoned Highway Commercial,and is designated for Neighborhood Mixed Use in the Comprehensive Plan. The Boar's Head Parcel consists of:the Boar's Head Inn and Restaurant with patio and pool, indoor tennis facilities, and a fitness center.The property will soon include portions of the temporary Connector Road. Proposed Uses: The major elements of the proposed UVA Outdoor Tennis Facility include a maximum of 12 tennis courts and a two-story Tennis Pavilion housing locker rooms,training rooms,and coaches'offices (the "Tennis Facility").The Tennis Facility will be located immediately east of the adjacent Boar's Head Sports Club and the McArthur Squash Center. Due to the removal of existing tennis courts on the Boar's Head Parcel,the result is a net increase of 8 tennis courts. See the attached Conceptual Plan(Exhibit A), which shows the general location of improvements on the Birdwood and Boar's Head properties. Renderings of the Tennis Facility have also been included for reference purposes, but are subject to change (ExhibitJ). Parking for the Tennis Facility will be accommodated through the potential expansion/rearrangement of the existing parking for the golf course,as well as the potential for new parking that is located to the south of the Tennis Facility(see the attached Exhibit B,which shows the Tennis Facility and Parking Options Detail).An exhibit outlining all of the exist parking available on the Birdwood and Boar's Head property has also been included to demonstrate that adequate parking in available for existing and proposed uses. If necessary, a shared parking agreement can be included with the site plan review process for the Tennis Facility. The primary function of the Tennis Facility is to provide practice courts and tournament/match space for the University of Virginia Men's and Women's Tennis Teams.The courts will be open to the general membership of Boar's Head Sports Club and guests of the Boar's Head Inn when not in use by UVA. High mast option full cut-off LED lighting,which has very little light spillage, is proposed for the hard courts, and the clay courts(to be located in area denoted as future tennis courts)would be lit by low mast full cut-off LED lighting. General lighting information is included with the submittal to demonstrate the type of lighting we anticipate for the Tennis Courts. High mast lighting is required for the primary tennis court battery to allow for televised matches,and thus a lighting waiver Special Exception is also included to allow for pole heights of up to 70 feet(Exhibit I). Appropriate lighting provides safe conditions for student-athletes and members who may be using the facility after dark and allows for matches to be televised,an important consideration for the University. This newer lighting technology allows the area to be sufficiently lighted while substantially reducing spillover.State of the art digital scoreboard technology will be specified.This system utilizes one main scoreboard,with individual fence mounted scoreboards on each court. In addition,the Foundation proposes a condition of the special use permit be that all lighting on the property comply with the Albemarle County lighting ordinance,except as modified or waived by the Board of Supervisors through the approval of a Special Exception request. The Foundation's proposed conditions of approval are attached as Exhibit H. 2 ATTACHMENT F The Tennis Facility will be utilized for both dual matches with competing programs,and possibly for tournament play. In either scenario,the noise levels created would be minimal compared to other collegiate athletic programs. For a typical college-level dual tennis match,there may be music played prior to the match over a public address system as fans filter into the stadium,at levels adequate to project within the seating area. After the match begins, noise would be limited to the cheering coming from the spectators, and sounds created by the tennis match. In college play, match umpires are typically not broadcasting the score of each match over the public address system,as scores would be visible on the individual court scoreboards. As addressed in the draft conditions of approval,sound studies that demonstrate compliance with the Albemarle County Noise Ordinance,as determined by the Director of Planning or his designee,shall be required prior to the issuance of a Certificate of Occupancy for the Tennis Facility. Currently,the UVA tennis teams utilize the Boar's Head Sports Club indoor tennis courts,which were constructed primarily for the UVA tennis teams for their indoor matches and practices. The existing indoor tennis facility at the Boar's Head Sports Club includes 12 indoor hard courts,team locker rooms, training rooms, coaches' offices,and a spectator area that seats approximately 1,000 spectators.The student athletes will continue to drive and/or ride-share to the existing indoor tennis facility location,so it is anticipated that traffic created by students at the proposed Tennis Facility will follow the existing routes. The proposed Tennis Facility can also accommodate the same number of approximately 1,000 spectators. However,there will likely be no substantial additional traffic,even with the addition of the proposed Tennis Facility, because the UVA Tennis teams are the substantive users of the facilities and they will not be using both indoor and outdoor facilities simultaneously for matches. Therefore,the proposed Tennis Facility is complimentary to what is already offered at Boar's Head and will not result in any substantial increase to traffic from existing conditions. The UVA Tennis teams will have both indoor and outdoor facilities at one location. Just to the north of the Tennis Facility,a small section of roadway will be constructed that will link the existing Berwick Road and Golf Course Drive to provide a much-needed interconnection between the Boar's Head and Birdwood properties. The Connector Road, recently approved by the Board of Supervisors as a temporary road to accommodate the 2018 WSF World Masters Squash Championships in 2018,will create better functionality in traffic flow for both properties, as well as the surrounding neighborhoods,especially during special events. This application proposes the conversion from temporary road to a permanent private road. The Connector Road information is included for your reference(Exhibit D). The Connector Road serves to unify Birdwood and Boar's Head into a single,immersive experience for visitors, members and guests of the various facilities on site.The enhancement of traffic flow will also be beneficial in emergency situations. Emergency vehicles and trucks will be able to use the Connector Road as an alternative access way to both the Birdwood Golf Course Parcel and the surrounding neighborhoods,such as Ednam, Ednam Village,and Ednam Forest.Currently,such neighborhoods have only one entrance/exit from Route 250,through Ednam Drive.Creating a second access point and a better network of streets and pedestrian paths will allow for traffic to dissipate during peak hours and events. The connection also keeps certain resort and neighborhood traffic internal to the site that currently must use Route 250 because of the lack of access to the golf course. 3 ATTACHMENT F This application also proposes a six-hole par 3 short course to be located on approximately 10.5 acres of Birdwood where holes#4 and#5 are currently(the "Short Course"). These types of courses are becoming more popular at large golf resorts with the goal to offer a fun and easier course for beginners that can be played in about an hour. The proposed short course is comparable to the East Course renovation at Farmington. Timing of construction of the Short Course would be coordinated with the by-right renovation of the existing 18-hole golf course. The property surrounding Birdwood and Boar's Head consists of multiple neighborhoods, such as Bel-Air to the east,White Gables and Kenridge to the north, Ednam and Ednam Village to the west,and Ednam Forest to the south. The Foundation meets regularly with representatives of the property owners' association for each of these neighborhoods to update them on proposals involving the Boar's Head Inn, the Sports Club,and Birdwood. Traffic Analysis: As part of the previous submittal package,a Traffic Impact Analysis(the"TIA")was provided by Vanasse Hangen Brustlin, Inc. ("VHB"),to study the existing conditions of the Boar's Head and Birdwood properties as well as any impact of the proposed uses of this special use permit request. In general,the TIA concludes that both proposed uses have peak activity times that occur outside the peak traffic periods. Because of the distribution of trips across a 24-hour timespan and the off-peak nature of both tennis and golf,the addition of these uses does not have a noticeable impact on the existing intersections at Golf Course Drive and Ednam Road. The TIA also analyzes the addition of the new uses both with and without the Connector Road. Even with no Connector Road, each intersection operates at the same high functioning level of service as the existing conditions.The inclusion of the Connector Road allows for better dispersal of traffic,especially during special events. As noted previously,the connection also keeps certain resort and neighborhood traffic internal to the site that currently must use Route 250 because of the lack of access to the golf course. Coordinated signal control is also studied as a measure that would enhance the function and flow of Route 250 in the area near the site. The Foundation acknowledges VDOT's preference for a more-ideal signal spacing along the US 250 corridor.The Foundation appreciates and shares VDOT's desire for a future condition with improved progression of traffic and improved access to the corridor for our neighbors on the north side of US 250. The TIA concludes that the proposed improvements within the Foundation's property are not anticipated to adversely impact the existing conditions at any of the intersections along US 250.The TIA further demonstrates that the existing intersection control at the two intersections will continue to operate at very similar, or even improved, levels of service,after the addition of the inter-parcel connector road. Moreover,the proposed improvements are not anticipated to significantly alter the approach volumes at either intersection to merit any change in control at either intersection. The Foundation recognizes that these findings are based in good faith on the expert opinion of the Foundation's consultant,and appreciates the fact that there are factors that could change the future operating conditions. In keeping with VDOT Culpeper District general protocol of basing decisions regarding signal installation (or removal)on actual volumes post development,the Foundation will continue to monitor traffic and safety operations at both the Ednam Drive/ US 250 and Golf Course Drive/US 250 intersections following the opening of the inter-parcel connector road and construction 4 ATTACHMENT F of the additional recreational facilities.Specifically,the Foundation's traffic consultant will submit a signal warrant analysis to Albemarle County and VDOT within twelve months,and again within 24 months,following the opening of the Connector Road to determine if traffic volumes have changed such that intersection control at either Golf Course Drive or at Ednam Drive should be re-examined (i.e., if volumes suggest that a signal is now warranted or no longer warranted at either intersection).Although not anticipated per the findings of the traffic analysis provided in conjunction with this submittal,if either scenario is demonstrated using traffic volumes collected per VDOT procedure at that twelve- month interval,the Foundation's consultant will prepare the requisite Signal Justification Report evaluating alternative intersection control;and at that time,the Foundation and its consultant will re- engage VDOT and the County in discussion about the appropriate measures to be taken at either intersection. See condition 8 of the proposed conditions of approval, Exhibit H. Conclusion: The submittal package also includes a comprehensive list of events at the Boar's Head Property to demonstrate their capacity for handling a variety of types and sizes of events that are sometimes occurring simultaneously. An event management plan is included(Exhibit K)demonstrating the coordinated measures followed for each tier of events to ensure safety and flow of traffic as well as provision for parking options throughout the site. In many cases, events are held during off-peak hours including evenings, weekends and Holidays. The event management plan would be updated as needed to accommodate the proposed uses. The additional Tennis Facility and Short Course are consistent with the ongoing usage of the site as a swim,golf and tennis facility and are complimentary to the resort and sports club usage of the adjacent Boar's Head Property,creating amenities that can be enjoyed by the community, resort guests and club members. The proposed Tennis Facility will provide a tournament quality venue for the UVA Tennis program. The Short Course will be located on portions of the property that have already been utilized for the existing golf course. The Connector Road will provide connections to enhance traffic flow and increase safety for the property and surrounding neighborhoods. These proposed uses also allow the Foundation to keep greater areas of land in open space and undeveloped, contributing to the enjoyment of this bucolic landscape. Consistency with the Comprehensive Plan The Southern and Western Neighborhoods Master Plan land use plan classifies the Birdwood Golf Course and Mansion properties as institutional land uses and the Boar's Head Parcel as Neighborhood Mixed Use. Institutional uses include areas and uses which serve a public function and include parks, schools, universities and ancillary facilities. Neighborhood mixed uses include neighborhood serving retail and service uses for nearby residential neighborhoods and office uses.The plan calls for the historic mansion and important dependencies to be retained with future development. This proposal for outdoor Tennis Facilities for the UVA Tennis Team is consistent with an Institutional and Neighborhood Mixed Use Designation.The Short Course and Tennis Facilities will be located entirely on the Birdwood Golf Course Parcel and only a portion of the Connector Road will be located on the Boar's Head Parcel. The Birdwood Golf Course Parcel is governed by SP 96-53,SP 2015-19,SP 2017-09 and SP 2017-23 for swim,tennis and golf clubs. The addition of this proposed Tennis Facility and Short Course,which are 5 ATTACHMENT F •a' t - both institutional and recreational,is in keeping with the _� �.• Comprehensive Plan and the uses already established in '# the vicinity and the uses contemplated for a swim,golf and tennis club. The Master Plan also calls for an interconnection between the Birdwood Golf Course and the Boar's Head Property, as proposed to be completed prior to the issuance of a Certificate of Occupancy for the Tennis Facility. The Board of Supervisors, in approving SP 2017-23 for a Temporary Connector Road,have confirmed that this connection is indeed desirable. The Comprehensive Plan also addresses the potential L.-,1 0 'I t r C, ,r future development of the Birdwood property to more intensive uses that are not consistent with the Institutional land use designation, including a mixed-use center near the property entrance and a residential development on the rear portions of the property that are currently vacant. We recognize that a Comprehensive Plan Amendment will be required for future development that is like those referenced types of uses that are arguably less consistent with the Institutional land use designation of the property. However,given that the proposed Tennis Facility and Short Course are entirely consistent with the recreational and institutional uses already in place at the property and in the surrounding area,and equally consistent with the uses contemplated at a swim,golf and tennis facility,an amendment to the Comprehensive Plan is not warranted with this application. Representatives of the Foundation and Albemarle County staff have been meeting consistently to determine the appropriate steps forward to create and process a Master Plan for the Birdwood and Boar's Head properties,which is part of Area B of the Three-Party Agreement between the University, Albemarle County,and the City of Charlottesville. The Foundation has agreed to begin the Master Planning process in 2018,with the goal of presenting a conceptual plan of the Property that could be incorporated into the Albemarle County Land Use Plan map and narrative for added clarity with regards to future development. Staff has confirmed that planning process can proceed separately with no impact to this Special Use Permit request. The full text of the most applicable section of the Albemarle Comprehensive Plan is included below for your reference: The Birdwood property(Figure 27),currently owned by the UVA Foundation,is the University's golf course.It is shown for Institutional uses. It is affiliated with the adjacent Boar's Head Resort, which is also owned by the UVA Foundation. Encompassing over 500 acres,the property is in Area B and includes an 18-hole golf course as well as a historic mansion.Dependencies are present near the entrance to the property. The golf course is available to students,faculty,and the general public. The mansion provides a venue for small University related events. In the future,this large property may serve a more intensive function than it does presently.Possible considerations include,but are not limited to,a mixed-use area near the entrance and residential uses for other parts of the property not designated as a part of the Parks and Green Systems.Before further development of the property occurs,an amendment to the Future Land Use Plan for the Southern and Western Neighborhoods will be needed. 6 ATTACHMENT F The historic mansion and important dependencies should be retained in any future development.An interconnection to the Boar's Head property should be provided.Pedestrian connections to nearby residential developments should also be considered. Source:Albemarle County Comprehensive Plan,Southern and Western Urban Neighborhoods Master Plan,pages 44&45 The uses proposed with this application were presented to PACC Tech on Thursday,October 19t", 2017. The group was supportive and complimentary of the proposed enhancements to the Property and the new facilities that will support UVA's athletic programs. Impacts on Public Facilities & Public Infrastructure The proposed project will connect to public water and sewer,which is available on site. Impacts on Environmental Features No known impacts. 34792384_7 7 ATTACHMENT F 'c (roy �f all',9� ______f -k-1 PIO COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road,Room 227 Charlottesville,Virginia 22902-4596 Phone(434)296-5823 Fax (434) 972-4126 January 6, 2005 Ms.Valerie Long McGuire Woods PO Box 1288 Charlottesville, VA 22902-1288 RE: ZMA-2004-15 Boars Head Inn and Sports Club (Signs #70, 71 & 72) - Tax Map 059D2, Section 1, Parcel 15 and Tax Map 75, Parcel 63 (part of) Dear Ms. Long: The Board of Supervisors approved your rezoning application on December 8, 2004. Your rezoning from R-1, Residential to HC, Highway Commercial was approved in accordance with the attached proffers dated December 6, 2004. An application plan/plan of development dated November 22, 2004 was approved as part of the rezoning. Please refer to these documents for any future applications and requests on this property. Please be advised that although the Albemarle County Board of Supervisors took action on the project noted above, no uses on the property as approved above may lawfully begin until all applicable approvals have been received and conditions have been met. This includes compliance with: • compliance with applicable PROFFERS; • approval of and compliance with a SITE PLAN; and • approval of a ZONING COMPLIANCE CLEARANCE. If you have questions or comments regarding the above-noted action, please do not hesitate to contact Keith Lancaster at 296-5832. Sincerely, O. V.Wayne C.imberg Director of Planning Planning Division Cc: University of Virginia Host Properties Amelia McCulley Bill Fritz Steve Allshouse Tex Weaver Keith Lancaster Chuck Proctor File 2 ATTACHMENT G ww- F(1444 lvenk- ��t �'cv5 c('h D./04 Dec e , 2 cc 1 BOAR'S HEAD SPORTS CLUB ZMA 2004-0015 PROFFER STATEMENT 1 The following parcels are subject to rezoning application ZMA 2004-0015 and thus to this proffer statement: tax map parcel 059D2-01-00-01500 and the portion of tax map parcel 07500700-00-06300 shown as Parcel"X"containing 1.774 acres,on a proposed subdivision plat prepared by Thomas B.Lincoln Land Surveyor,Inc. entitled "Subdivision PIat Showing Parcel "X"--Being a Portion of Tax Map 75 Parcel 63 Hereby Added to and Becoming a Portion of Tax Map 59D(2)Parcel 1-15,Samuel Miller District, Albemarle County,Virginia,"which subdivision plat is dated November 16,2004, and is attached hereto as Exhibit A(collectively,the"Property"). The Applicant is University of Virginia Host Properties,Inc. The owner of tax map parcel 059D2-01-00-01500 is University of Virginia Host Properties,Inc. The owner of tax map parcel 07500-00-00-06300 is the University of Virginia Foundation. For purposes of this proffer statement,University of Virginia Host Properties,Inc.,and the University of Virginia Foundation are herein collectively referred to as the"Owner." The Owner hereby voluntarily proffers that if the Albemarle County Board of Supervisors acts to rezone the portion of tax map parcel 059D2-01-00-01500 that is zoned R-1 Residential to Highway Commercial, and the portion of tax map parcel 07500-00-00-06300 shown as Parcel "X"containing 1.774 acres on Exhibit A from R-1 Residential to Highway Commercial as requested,the Owner and its successors and assigns shall develop the Property in accord with the following proffers pursuant to Section 15.2-2298 of the Code of Virginia, 1950, as amended,and pursuant to Section 33.3 of the Albemarle County Zoning Ordinance. These conditions are voluntarily proffered as part of the requested rezoning, and the Owner acknowledges that(1)the rezoning itself gives rise to the need for the conditions;and(2)such conditions have a reasonable relation to the rezoning requested. In the event the request is denied the proffers shall immediately be null and void and of no further force or effect. If the zoning is granted,these proffers and conditions will supersede all proffers now existing on the Property. 1. Development of the Property shall be in general accord with the plan entitled "Boar's Head Sports Club Conceptual Plan"prepared by the University of Virginia Foundation,dated November 22, 2004,containing two (2)pages, and attached hereto as Exhibit B(the"Development Plan"). The Development Plan shall not be construed to prohibit the realignment of the 14 existing outdoor tennis courts,subject to existing provisions of the Albemarle County zoning ordinance,provided that the courts remain in the area marked"14 Existing Outdoor Courts"shown on the Development Plan.The Owner will break up the massing of the proposed improvements by dividing them into ATTACHMENT G • multiple segments and/or structures(or creating the appearance of multiple segments and/or structures with a terraced roof line)and then locating the different segments and/or structures at various final elevation levels,all as reasonably possible given the Property's site constraints and applicable regulations and ordinances. Unless specifically referenced on the Development Plan,or otherwise referenced in this proffer statement,all other plans and illustrations submitted as part of the Owner's rezoning materials shall be deemed illustrative only, and such plans and illustrations shall not be deemed proffers. The Owner reserves the right to develop the Property in phases,as shown on the Development Plan. 2. Within the Property,only the following uses shall be permitted by right,subject always to the express terms of this proffer statement: a) Pursuant to subsection 24.2.1 of Section 24,HC highway commercial zoning district,of the Albemarle County Zoning Ordinance, as those regulations exist on December 8,2004, as set forth below: Section 24.2.1 numbers 6, 20, 35, 36,37, • 41,42,44, and 45. b) Pursuant to subsection 22.2.1 of Section 22,C-1 Commercial zoning district,of the Albemarle County Zoning Ordinance, as those regulations exist on December 8,2004,as set forth below: Section 22.2.1 numbers b.4,b.8,b.17, b.18,b.19, b.24,b.26,and b.27. The by-right uses of the Property that are permitted pursuant to sections 24.2.1 and • 22.2.1 and pursuant to this Proffer Statement are shown below without strikethrough. Uses which will not be permitted on the Property(subject always to the express terms of this proffer statement)have been indicated by strikethrough. Any use classifications added to sections 24.2.1 and 22.2.1 after December 8, 2004 shall be uses which shall not be permitted on the Property. 24.2.1 BY RIGHT The following uses shall be permitted in any H-C district subject to the requirements and limitations of these regulations. The zoning administrator, after consultation with the director of planning and other appropriate officials, may permit as a use by right,a use not specifically permitted;provided that such use shall be similar to uses permitted by right in general character and more specifically,similar in terms of locational requirements,operational characteristics,visual impact and traffic generation. Appeals from the zoning administrator's decision shall be as generally provided in section 34.0. 1. Automobile laundries. 3 Automobile e t i f c L 20) 5. Churches,cemeteries. 2 • ATTACHMENT c3 6. Clubs, lodges, civic, fraternal,patriotic (reference 5.1.2). 7. Convenience stores. 8 Educati-o to 9. Factory outlet sales clothing and fabric. r 11. Financial Institutions. b , 13. Fire and rescue squad-statians( ere;cam ,09 14. Funeral homes. IS. Furniture stores. , • b , landscapinc ,t th t o 18. Hardware. 19. (Repealed 6 3 81). 20. Hotels, motels and inns. 21. Light warehousing. 23 Mobile hp,, u ,a,c�s.ciuit t a 24. Modular building sales. 5 � otor ye cl sales,se rice and renttil 26. New automotive parts sales. 27. Newspaper publishing. • 29 O f ee and b. h' , 30. Eating establishment; fast food restaurants. 31. Retail nurseries and greenhouses. 33. Wayside stands vegetable and agricultural produce (reference 5.1.19). 34. Wholesale distribution. 35. Electric, gas, oil and communication facilities excluding tower structures and including poles, lines, transformers,pipes,meters and related facilities for distribution of local service and owned and operated by a public utility. Water distribution and sewerage collection lines, pumping stations and appurtenances owned and operated by the Albemarle County Service Authority. Except as otherwise expressly provided,central water supplies and central sewerage systems in conformance with Chapter 16 of the Code of Albemarle and all other applicable law. (Amended 5-12-93). 36. Public uses and buildings including temporary or mobile facilities such as schools, offices,parks, playgrounds and roads funded,owned or operated by local, state or federal agencies(reference 31.2.5); public water and sewer transmission,main or trunk lines, treatment facilities, pumping stations and the like, owned and/or operated by the Rivanna Water and Sewer Authority(reference 31.2.5; 5.1.12). (Amended 11-1-89). 37. Temporary construction uses(reference 5.1.18). 3 ATTACHMENT G 38BT---Indo theaters 41. Uses permitted by right pursuant to subsection 22.2.1 of section 22.1, commercial,C-1. (Added 6-19-91;Amended 9-9-92) 42. Indoor athletic facilities.(Added 9-15-93) /13. Farmer's market(reference 5.1.36). (Added 10 1-1 95) 44. Stormwater management facilities shown on an approved final site plan or subdivision plat. (Added 10-9-02) 45. Tier I and Tier II personal wireless services facilities(reference 5.1.40). (Added 10-13-04) 22.2.1 BY RIGHT The following uses shall be permitted in any C-1 district, subject to the requirements and limitations of these regulations. The zoning administrator, after consultation with the director of planning and other appropriate officials, may permit as a use by right, a use not specifically permitted;provided that such use shall be similar to uses permitted by right in general character and more specifically, similar in terms of locational requirements,operational characteristics, visual impact and traffic generation. Appeals from the zoning administrator's decision shall be as generally provided in section 34.0. a. The following retail sales and service establishments: 1. Antique,gift,jewelry,notion and craft shops. 3. Department storo. /1. Drug store,pharmacy. 5. Florist. a , e . 8. Hardware store. 9. Musical instruments. 11. Optical goods. 12. Photographic goods. 11. Sporting goods. -15 Retail nu series and=greenhouses b. The following services and public establishments: 2. lamer, beauty 3. Churches,cemeteries. 4. Clubs,lodges,civic,fraternal,patriotic(reference 5.1.02). 4 ATTACHMENT $ 5. Financial institutions. .l d tntions (reference S 7 091 �lio niry re�rs'c �crua�cacivno�rvrvrvnvc-�Z-yT�: 7. Funeral homes. 8. Health spas. 9-Ind000r-theaters7 10. r ndrie dry cleanersheElfs-ikwin b 12. Libraries,museums. 15. Tailor, seamstress. Automobile-service stations-(reference 5.-0T 17. Electric,gas, oil and communication facilities excluding tower structures and including poles,lines,transformers, pipes,meters and related facilities for distribution of local service and owned and operated by a public utility. Water distribution and sewerage collection lines,pumping stations and appurtenances owned and operated by the Albemarle County Service Authority. (Amended 5-2-93). 18. Public uses and buildings including temporary or mobile facilities such as schools,offices,parks,playgrounds and roads funded, owned or operated by local,state or federal agencies(reference 31.2.5);public water and sewer transmission,main or trunk lines, treatment facilities,pumping stations and the like,owned and/or operated by the Rivanna Water and Sewer Authority(reference 31.2.5;5.1.12). (Amended 11-1-9). 19. Temporary construction uses(reference 5.1.1). -. 21. Medical center. 6 3 81; amended 9 9 92) 3586) 24. Indoor athletic facilities. (added 9-15-95) 25. Farmers' market(reference 5.1.36). (Added 10 11 95). 26. Stormwater management facilities shown on an approved final site plan or subdivision plat. (Added 10-9-02) 27. Tier I and Tier II personal wireless service facilities(reference 5.1.40). (Added 10-13-04) Notwithstanding that the above-referenced uses will not be permitted on the Property,this proffer statement shall not be interpreted to prohibit uses accessory to a health spa on the Property,which accessory uses shall expressly include,but not be limited to the following: indoor tennis courts,outdoor tennis courts,multi-sport courts, 5 ATTACHMENT $ other recreational or fitness facilities,a restaurant, a snack bar,a"pro shop," administrative office space, and a child care facility. 3. Prior to the final approval of SDP 2004-00086,the Owner shall record the subdivision plat attached hereto as Exhibit A in the Clerk's Office of the Circuit Court of Albemarle County,Virginia,to combine the portion of tax map parcel 07500-00-00- 06300 shown on Exhibit A as Parcel "X"containing 1.774 acres,with tax map parcel 059D2-01-00-01500. • 4. Prior to issuance of a certificate of occupancy for the first improvement proposed by SDP 2004-00086,the Owner shall submit for approval by the Zoning Administrator an Event Management Plan to provide adequate parking for the public during periodic public events at the Property,and further designed to avoid or minimize public parking in • adjacent and nearby residential areas during such public events. Such a plan shall include a commitment by the Owner to provide adequate event parking at the Birdwood Golf Course parking lot(with access to the Property either by shuttle service or on foot along the golf course cart paths, at the discretion of the Owner),the large field at the northwest corner of Ednam Drive and Boar's Head Point, and/or in other parking areas controlled by the Owner,each in the discretion of the Owner given the expected attendance at each particular event. Such a plan will also provide for the use of shuttle services as necessary given the size and nature of a particular event,for the use of adequate signage directing the public to permitted parking areas, and the use of appropriate personnel to direct the public to such permitted parking areas and to discourage or prohibit public parking in adjacent and nearby residential areas. This proffer statement may be signed in two or more counterparts,each of which shall be deemed an original,and which together shall constitute one and the same instrument. WITNESS the following signatures: UNIVE ITY OF VIRG A HOST PROPE IE ,INC. By: Robert G. Butc er,Jr.,President UNIVERSITY OF VIRGINIA FOUNDATION By: I l vtti Tim R.Rose,Secretary&Chief Executive Officer 6 ATTACHMENT G COMMONWEALTH F VIRGINIA CITY/COUNTY OF ,to wit: The foregoing instrument was acknowledged before me this day of December, 2004 by Robert G. Butcher,Jr. as President of University of Virginia Host Properties, Inc. My Commission expires: //3//Q•5 ,^ j 7' 71-e- -47-1/ No Public V‘T. Ty0 U O OP =: Z .L.RGIN1P. G ,, �°)' *:1„,qy PUB\' i COMMONWEALTH OF VIRGINIA CITY/COUNTY OF 4/,4'rn'Lko wit: The foregoing instrument was acknowledged before me this7day of December, 2004 by Tim R. Rose, Secretary and Chief Executive Officer of the University of Virginia Foundation. My Commission expires: d/ igi t9WO___A___A . 4.4.(1,...--% Notary Public 11REA1235961.9 7 ATTACHMENT G Exhibit A (Subdivision plat of Tom Lincoln Land Surveyor,Inc. dated November 16, 2004 showing Parcel"X"containing 1.774 acres, a portion of tax map parcel 75-63 to be added to and combined with tax map parcel 59D(2)-1-15 will be attached to the final signed proffers) 8 ATTACHMENT G . . • Exhibit B (Development Plan will be attached to the final signed proffers) 11REA1235961.9 • 9 ATTACHMENT G I HEREBY CERTIFY THAT THIS SUBDIVISION SUBDIVISION PLAT SHOWING SURVEY, TO THE BEST OF MY PROFESSIONAL THE LAND USE REGULATIONS LISTED HEREIN ARE IMPOSED PURSUANT PARCEL "X"--BEING A PORTION OF KNOWLEDGE AND BELIEF. IS CORRECT AND TO THE ALBEMARLE COUNTY ZONING ORDINANCE IN EFFECT ON THIS 90A TAX MAP 75 PARCEL 63 ANDSTANDARDSCOMPLIES WITH HE ES ABLIS ED BY TMINUMDHERES VRGINIA NOTERESTTRICTIVEAREHWN COOVENAONTSN FORMATION RUNNING WITH THOESES LANDNAND THEIR THEYLY. ARE S' HEREBY ADDED TO AND STATE BOARD OF ARCHITECTS, PROFESSIONAL APPEARANCE ON THIS PLAT IS NOT INTENDED TO IMPOSE THEM AS SUCH OP BECOMING A PORTION OF ENGINEERS. LAND SURVEYORS AND CERTIFIED j LANDSCAPE ARCHITECTS. I ALSO CERTIFY THAT TAX MAP 59D12) PARCEL 1-15 THE BOUNDARY SHOWN HEREON IS BASED ON SAMUEL MILLER DISTRICT A CURRENT FIELD SURVEY. / �P� ALBEMARLE COUNTY, VIRGINIA COUNTY APPROVALS: J PARCEL D-2 r-' SCALE: 1" r 200' NOVEMBER 16, 2004 TMP 59D(2I-1-2 / ----r UNIVERSITY OF VIRGINIA ALBEMARLE COUNTY DATE I HOST PROPERTIES, INC. OWNERS' APPROVAL: PLANNING COMMISSION I D.B. 2056 P. 87 / TMP 59D(21-1-15 I D.B. 1122 P. 487 / THE DIVISION OF THE LAND DESCRIBED HEREIN IS WITH THE FREE PARCEL D-3 CONSENT AND IN ACCORDANCE WITH THE DESIRE OF THE UNDERSIGNED ZONE: HC I • ALBEMARLE COUNTY DATE OWNERISI, PROPRIETORISI AND TRUSTEEISI. ANY REFERENCE TO / UNIVERSITY OF VIRGINIA BOARD OF SUPERVISORS 1 OIF HOST PROPERTIES. INC.FUTURE POTENTIAL DEVELOPMENT IS TO BE DEEMED AS THEORETICAL ONLY. ALL STATEMENTS AFFIXED TO THIS PLAT ARE TRUE AND CORRECT ! ‘ P.O. BOX 5307 TO THE BEST OF MY KNOWLEDGE. CHARLOTTESVILLE. VA 22905-5307 i L N47.4=_*3-E 537.58'_OTAL D.B. 2056 P. 87 IF 196-05' IS 194.25' IF 14718' IF D.B 1122 P. 487 t • OWNER TMP 59D2-1-15 DATE UVA HOST PROPERTIES, INC. N42377168•W •N ZONE. HC/R-t • BY: TIM R. ROSE. SECRETARY & TREASURER IS,, 4 9.853 AC.--EXISTING I a * 1.774 AC.--PARCEL "X" OWNER TMP 75-63 DATE TMP 75-63 •" IA 11.627 AC.--NEW TOTAL • UNIVERSITY OF VIRGINIA FOUNDATION UNIVERSITY OF VIRGINIA > _ BY: TIM R. ROSE, SECRETARY FOUNDATION ? IF , • :•,:• •.. 4 I 'IF P.O. BOX 400218 '1c ` 63.81 - 1713:9_ NOTARY PUBLIC. CHARLOTTESVILLE, VA 229 04-4 218 `IS 4 4+ is W 599.83' D.B. 2712 P. 325 IS STATE OF D.B. 1055 P. 271 COUNTY OF D.O. 75C P. 372 r S29'1b'42"W PARCEL Xw 108.76' THE FOREGOING WAS ACKNOWLEDGED ZONE: R-1 BEFORE ME THIS DAY OF 1.774 AC, 20_ BY BIRDWOOD GOLF COURSE 529.720 AC.--EXISTING TMP 75-63 NOTARY PUBLIC - 1.774 AC.--PARCEL "X" ,p tiTx Op r 'i VICINITY MAP N.T.S. 527.946 AC.--RESIDUE TMP 75-63 �or %7 MY COMMISSION EXPIRES: __ — u. U E 750 THOMAS B. LINCOLN NOTARY PUBLIC: CERT. NO. 1326 STATE OF $2�, NOTE: COUNTY OF P , PARCEL "X", BEING A PORTION OF IMP 75-63 IS HEREY THE FOREGOING WAS ACKNOWLEDGED v OF TMPB59DI20E ADDT0 AND BECOMES A PORTION tgND SUR`IS0� BEFORE ME THIS _DAY OF _ BOARS BEAD - 20_ BY F m INN ', THOMAS B. LINCOLN LAND SURVEYOR INC. > LEGEND: 671 BERKMAR CIRCLE NOTARY PUBLIC FEMAIL< OREST A SITE CHARLOTTESVILLE, VIRGINIA 22901 IF : IRON FOUND 434-974-1417 > MY COMMISSION EXPIRES IS : IRON SET wOOD I L GOLF BiRO COvRSE W000 TMODEL SERVER1 DATA9\ 89\ 89009905.PRO 89-0099-05 C m z —I i • . ' ,e,";(- ... \ ,, ,/,475-;Lpi ..+//. _r. ' ' 4 •✓ • �• / , / . V ' / Tl'' TMP 590(2;01-15 + L4 0 / Existing Zoning:HC/ • %i44.' to Existing CTndgor/ •\ • ,�/ Courts . 0 / .ar . YEE • .: ;:>. , \\ . o, I II01. 'I / N O P Irk ur/ • TMP 590(2)-01-02 - Existing Zoning:HC _k • TMP 9W}Ol \:' \7 // • O Propossd Z6nMg!HC p \i' Area A-2.0Ac. /�, . \\ ZJ Existing Zoning:R I(Brttlwood GC) /j/ s� Proposed Zoning:HC /./ \ AT Proposed Uses:euilding/GradinplPadtirg/BMP / b '\ Amor localm • \\ Indoor Sports Ck000oidoor Tennis , . , ,,,,,./ Existing Zoning:le(Birdwood GC) Passible Use:Grading/BMP/lAgiry Relocation Work will either be located outside of stream bullet of EX.FAIRWAY a mitigation plan will be eubmined br County approval. 1.. e 1• • I• l IMP 7589 BrMhrg Zoning:R tI. Note:Building footprints/parking II Water Quality: Onsite and ottsite Bhf�P3.4s r eejied. layout approximate. Water Quantity: Modification of offsite(Bir&M od'6olf Course)ponds ne Note:Solid lines indicate t map o parcel line Boar's Head Sports Club University of Virginia Foundation Scale:1 =50' Conceptual Plan 365 Crestwood Dnve 11-22-04 Cherloaesville,VA 22903 Sheet 1 of 2 a- 1 z 7 rn Z y ATTACHME13T G __ _ . „..,,,...,,,,„1 .\ . , � ..,,,. _ ..., ,..I! ./ . ._. ........ ; ......„ • , • + . ...... /. ••/ /v IMP590(21-01-15 .�4At •, \+ Existing Zoning:F1C/ .dam ' ' 1.4 C) 4111' • , • • /[#gQ� \ • ' it 14 Existing Outdoor/; •\ 0 / \,,,. y5• CpS v.) 140000: i ..,\ / i ..0 . 4/ /I, ilib / ♦ TMP 591)(2)-01-02 i // - - / /• ♦ -: /: Exklhrp Zmip:FIC ♦'♦ /. /.; ♦ / • / 't�1j8 ,Y %•_ N/ f U. /; / fi� % • /; 1 // oconEer • / `\ /// • '4._\ ♦♦♦ FUTURE EXPANSION /'/ \ •�r, \ \\♦ Outdoor/Indoor C Tub Us /// . POutdoo0Indo Club Uses // •\ Aapme.Webs \ / 50 Steam Buller - Existing• Zoning:R-1(Birdwood GC) • wr ``� /' - e J •• 0C Possible Use G2rergrBMPAIIIIiy Rebcalion IWork will eilher be located outside o1 stream butler or EX FAIRWAY a mitigation plan will be submitted tor County approval. TRAP illo TAP 75-53 B Exk1Mp Zanily:R-1 Note:Building footprints/parking Water Quality: Onsite and offsite B : needed. layout approximate. Water Quantity: Modification of offsite(Birdwood,Golf Note:Solid lines indicate t r map Course)ponds aril :led. parcel lines. Boar's Head Sports Club University of Virginia Foundation Scale:1"=50' • Concept Plan 165 Crestwood Drive 11-22-04 Cbnlo9nrille,VA 22903 Sheet 2 of 2 a .I a r) 01 M z ATTACHMEN r G BOAR'S HEAD EVENT LIST Event Date Description USTA Combo Districts January 5-7 "'200-250 players from around the Commonwealth. Most participants stay at BH Inn. Special Olympics'Xperience' January 11-13 30 players;300 volunteers;top Special Olympics tennis players from around the country-few international players. Popular community event-up to 600 people in BHSC at one time UVA Meet the Teams event January(date tbd) UVA Tennis/Community event--70-125 participants; UVA coaches and players host clinics for fans UVA Men's/Women's January(date tbd) 4-8 collegiate teams;averages about 350 spectators for Springlnvitational UVA matches ACC College Squash Team February 3-5 12 teams;^'250 player+fans involved;mostly ACC Invitational teams w/some teams from across the U.S. ITA Nat'l Team Indoor February 3-5 Top 16 collegiate programs in the country. Hosted this Championships event for the past 10 years. No ITA event scheduled for 2018. Up to 1,200 spectators. Return to to BH tbd- UVA Athletics decision. March 10-12 —80-120 players. Open event. 30-40%paricipation Is USTA Adult Tennis Tournament local. Sentare Women's Pro Squash April 19-22 16 pro players. Held in conjuction with'Squash Cancer' Tournament fundraiser-50 players Boyd Tinsley Clay Court Classic April 22-29 USTA Pro Circuit event;32 qualifiers/32 main draw; (Women's ITF) Member-Player Reception(Monday-200 people); strong local support;steady fan-traffic throughout the week;^'500 spectators at one time for semis-and finals Swim Meets June/July Three home swim meets;involves 400-700 people WSF World Masters(Squash) July 28-August 4 First time this event will be hosted in the U.S. Approximately 800 participants with an additional 300 people accompanying players. USIA Junior Tournaments 10 Tournament Annually; Range from 40-125 players;up to 300 people involved; L2-L5 depends on the level of event Festival of Squash September 14-18 Includes skill-level,junior and PSA events;up to 750 people Junior Gold Squash Tournaments 200-240 players;up to 500 people involved between Two events annually(dates players,coaches and families tbd-one in summer&one in fall timeframe) 10-16 UVA Dual-Matches September-May Primarily at BH in November-March;up to 1,000 spectators depending on the match Charlottesville Men's Pro October 27-November 4 ATP Pro Circuit Event;32 qualifiers/32 main draw Challenger players;up to 1,200 spectators for premier matches UVA Home Squash Fixtures December-March Dates tbd. Three home dual matches scheduled for 2017/18 season. Up to 150 spectators Annual Thanksgiving Day Turkey Benefits UVA Children's Hospital;1,200 participants Trot November (start-and finish located near 7 BH Lane) I i,.`. 1,1./wt'1 t ATTACHMENT H Revised Exhibit K Event Management Plan — Boar's Head Sports Club (Amended 4-30-18) ATTACHMENT I Event Management Plan (Amended 4-30-18) Boar's Head Sports Club This Management Plan serves to provide a general outline of event parking located in and around the Boar's Head Sports Club. The Inn, Sports Club, Office Park and surrounding grounds offers the classic mixed-use opportunity to share parking during peak and off-peak hours. Many of the events at Boars Head and Birdwood occur on Saturdays, Holidays or weekdays. Saturday and Holiday events allow for the use of Office Park spaces. Weekdays allow for the use of many of the Inn guest spaces as the census is often lower during this time. With the flexibility of programming and scheduling of special events on the property and sufficient parking and over 25 years of hosting many of these events, a deep understanding and experience has been developed to successfully provide parking and traffic management. Specifically, the special event (tiered system) for traffic and parking strategy is reflected in the table below. SPECIAL EVENTS - TIERED SYSTEM nscd Traffic/Parking Strategy Event Level Scope of Event Pr'op. ff Repurpose>pcces in underutilized UVAF and Professional Center Lots 1)Set up temporary wayfinding parking signs that guide guests into lots Tier r Up to 400 Attendees 2)Offer Valet services 3) Relocate staff parking to golf course lot or UVAF lot All of Tier I Strategies Attendonts at parking entry and/or critical intersections Sign and delineate pedestrian movement corridors to eliminate pedestrian and vehicular conflicts Tier 11 400 to 600 Attendees If hosting more than Iwo events,stagger starting/ending times Provide generd protocols for access circulation on website Add police detail to criticd intersections to control movements and priority All of Tier I&II Strategies Add off-site parking and shuttle guests/employees to site Create one-way flor Through the site Tier III 600+Attendees Enter Golf Course drive and exit from Ednam Drive Use traffic control devices for proper movement Provide generd protocols for access circulation on website The tiered system above ensures efficient ingress and egress of visitors, thereby reducing the impact of traffic from special events on other drivers and residents, which will be concentrated during the starting/ending time of such events. By directing traffic for special events efficiently to/from applicable parking areas, other drivers and residents can continue to their normal route with minimized delays. In addition, the Foundation will notify nearby property owner's associations, as necessary, of such starting and ending times so that residents may be able to avoid the potential congestion. The Foundation will also do as much as possible to segregate traffic from the special event from resident The UVA Foundation 4/30/2018 ATTACHMENT I traffic by moving queuing lines to the edges of accessways and utilizing police detail (Tier II Strategy). Events that have (or are anticipated), but not all-inclusive, are included below: Swim Meets General: Swim meets occur during evening hours on summer season Wednesday evenings. Inn guests are minimal as the event occurs on a week night and generally the majority of parking is available in and around the Sports Club. Overflow parking is available at the Boar's Head Point and shuttle service is provided. The sports club expansion (2005) added additional parking around the Boar's Head Sports Club. Typical Schedule: The swim team program begins in May and ends in July. During this time, the Boar's Head hosts three regional meets which occur on Wednesday evenings. Parking Locations: Typically parking for regional swim meets includes the sports club, office parks and overflow parking located adjacent to the Inn. Shuttle services are often provided. Turkey Trot General: This annual event is attended by both runners and spectators. Typical Schedule: The Turkey Trot is typically held on Thanksgiving. Parking Locations: Typically parking for the Turkey Trot includes the sports club, office parks and overflow parking located adjacent to the Inn. Various Tournaments (Tennis and Squash) General: These events usually occur over the span of a week (tennis) and several days (squash) and the amount of spectators varies greatly throughout this timeframe. The first several days use little if any overflow parking. The last two days (semi-finals and finals) see the greatest amount of parking need. Typical Schedule: International Tennis Association National Championships (Indoor) — February, not scheduled concurrently with UVA Dual Matches. Memorial Day Tennis Tournament (Outdoor) — Members event. 4th of July Tennis Tournament (Outdoor) — Member event. Labor Day Tennis Tournament (Outdoor) — Member event. USTA Men's Pro Challenger (Indoor) — November. Boyd Tinsley Tournament (Outdoors) — Professional event. Parking Locations: Typically parking for tournaments can be handled adjacent to the sports club. During finals or peak times, parking may include the sports club, office parks and overflow parking located adjacent to the Inn, as well as the Golf Course lot if necessary. Occasionally, Boar's Head personnel are strategically located so as to provide the most convenient visitor parking. The UVA Foundation 4/30/2018 ATTACHMENT I UVA Tennis and Squash Matches General: These events will likely occur during evening hours. Attendance has varied widely and the majority of the parking will likely be accommodated on the Sports Club site or adjacent areas. The existing tennis facility is designed to accommodate over 1,000 spectators. The squash facility is designed to accommodate between 250 and 300 spectators. At no time will Tennis and Squash matches be scheduled to be played at the same time of day. UVA Dual Matches (Indoor) — January through March or on days of inclement weather. These are typically evening matches. Atlantic Conference Championships —April. UVA Regional Tennis tournament (Indoor)—October. UVA Dual Matches (Outdoor) — March and April. These are typically evening matches. Atlantic Conference Championships - April. UVA Regional Tennis tournament — October. Parking Locations: Typically parking for tournaments can be handled adjacent to the sports club. During finals or peak times, parking may include the sports club, office parks and overflow parking located adjacent to the Inn, as well as the Golf Course lot if necessary. Occasionally, Boar's Head personnel are strategically located so as to provide the most convenient visitor parking. The UVA Foundation 4/30/2018 ATTACHMENT I UNIVERSITYI VIRGINIA FOUNDATION Boar's Head Tennis and Birdwood Golf Improvements Site Traffic Evaluation Charlottesville, VA December 18, 2017 r,•If1 IN ail . — Pi liaslr: 1 p i - . A i._jil ,r, . 101 ' 1"--1 :l i 4 4.-1, ‘----"`"""' Si.... 4 , 41%16 s 441 : - trtk "1/4•""' fili Lig ill 1 allgiM11 """ , ...le"7"''....• op , i. e� ��• -_...-e.„.•.. . lib ATTACHMENT J Executive Summary VHB modeled traffic rerouting on the Connector Road for the three separate scenarios with the Connector Road opened on a permanent The University of Virginia Foundation (UVAF) is planning the basis, to assess the impact of the rerouting expected once the inter- expansion of athletic facilities and improvements to connectivity parcel connectivity is provided.The capacity analysis (table on next within the Boar's Head property in Charlottesville,Virginia. UVAF page)demonstrates that the existing infrastructure can accommodate plans to reconfigure the existing tennis courts into a tennis complex the shift in traffic patterns provided by the Connector Road for any that will net eight additional courts.UVAF also plans to create a six- of the intersection control scenarios. Intersection delay, LOS, and hole par-3 golf course adjacent the existing course.To better serve all queueing analysis reveals that the Connector Road improves the athletic activities on the Boar's Head Inn site and the Birdwood Golf overall operations of the intersections by distributing traffic between Course site,UVAF also plans to open the Berwick Road extension to the two intersections until an equilibrium is reached.In all scenarios, Golf Course Drive-or,"Connector Road"-on a permanent basis. the intersection(s) under signal control all operate at LOS B, an improvement over the existing LOS C condition at Ednam Drive The modified land use generates 472 new daily trips,or 236 vehicles, without the Connector Road.While the provision of signal-control at to the Boar's Head and Birdwood properties(19 trips in the AM peak Golf Course Drive would alleviate the delay for the southbound and 41 trips in the PM peak).VHB utilized existing traffic patterns to movement at Colridge Drive;the installation of a signal at this time distribute the new daily trips externally (81% of traffic to/from the is unnecessary for an impact to fewer than ten vehicles during the east [Charlottesville] and 19% to/from the west [Ivy/Crozet]) and peak hour. hourly across the day.For two worst-case scenarios,VHB evaluated the traffic impact of just the modified land use (i.e., no Connector VHB assessed signal warrants at the two access intersections.Volume Road).The site access intersections of Ednam Drive and Golf Course warrants 1B,2,and 3B are met at either Ednam Drive or Golf Course Drive maintain the same Level of Service,and the increase in delay is Drive when the Connector Road is open, but with the Connector experienced solely by the low-volume,minor street approaches. Road in place and traffic distributed across the two intersections based on driver behavior factors, there is insufficient volume to Time of Day AM Peak Activity Peak PM Peak warrant concurrent signal control at both intersections. Because the Growth 10.3% 12.7% 9.5% distribution of traffic is so heavily in favor of Charlottesville (81%), (Trips/Hour) (<40) (<60) (<45) drivers would favor the signal at Golf Course Drive over the signal at Ednam Drive, such that the signal at Ednam would no longer meet VHB appraised the impact of the Connector Road by developing warrants. three rerouting/ access control scenarios. VHB reassigned vehicles within the site based on travel time, distance, general direction of VHB also performed a corridor analysis to determine the impact to travel along the US 250 corridor,and intersection control.For each of US 250 corridor of the Connector Road redistribution of traffic.Signal these three rerouting scenarios, VHB calculated the number of timings from Broomley Road through the US 29 interchange were rerouted vehicles and computed new turning movement counts at preliminarily optimized and coordinated. Analysis reveals that the Ednam Drive,Farmington Drive,and Golf Course Drive. NIIMN6 1 ATTA M ENT J existing intersection control of signal-control at Ednam Drive and Golf Course Drive; and, there are advantages of doing so such as stop-control at Golf Course Drive best facilitates the additional trips improving access for the White Gables neighborhood and servicing and reassignment due to the Connector Road. the dominant flow direction (i.e., to/from Charlottesville) slightly better. But both scenarios more than adequately accommodate the In conclusion, the increased trips generated by the modified tennis anticipated traffic impacts created by the improvements in the Special and golf land use have negligible impact on the transportation system Use Permit; and, those impacts do not necessitate the relocation of and introduction of the Connector Road on a permanent basis has signal control, nor do those impacts necessitate any other road minimal impact on the transportation system. Those impacts are improvement project. accommodated by the existing infrastructure and intersection control.Consideration may be given to relocating signal control to Intersection and 2017 Existing Conditions Build 2A(Signal at Ednam, Build 2B(Stop at Ednam, Build 2C(Signal at Ednam, Stop at Golf Course) Signal at Golf Course) Signal at Golf Course) Approach AM PM AM PM AM PM AM PM US 250/Ednam Drive C B C B A A B B (22.5 sec/veh) (15.6 sec/veh) (24.7 sec/veh) (13.2 sec/veh) (1.0 sec/veh) (1.2 seclveh) (13.6 sec/veh) (11.3 sec/veh) Eastbound C-33.5 C-24.3 D-40.1 B-18.3 A-0 A-0 B-19.9 B-15 Westbound A-9.8 B-10.1 A-6.9 A-9.3 A-4.5 A-0.3 A-4.4 A-7.8 Northbound B-15.2 B-12 B-12.7 B-14 C-23 E-42.1 C-21.3 13-18.3 Southbound - - - - - - - - US 250/Golf Course A A A A C B C B Drive (1.1 sec/veh) (1.2 sec/veh) (22 sec/veh) (20 sec/veh) (229 sec/veh) (19.7 secfveh) (23.0 sec/veh) (19.6 sec/veh) Eastbound A-0 A-0 A-0 A-0 D-35.1 C-29 D-36.4 C-29.5 Westbound A-0.2 A-0.3 A-0.9 A-1.1 13-11.6 13-13.3 B-10.4 B-129 Northbound F-50.9 F-59.5 C-23.4 C-22.9 B-10.6 B-14.1 A-8.8 B-13.2 Southbound F-139.1 F-76.6 F-228.9 F-130.7 C-31.9 A-0.2 C-31.9 A-0.2 Legend:X-#-Level of Service-Seconds of Delay 111614111 ii ATTA M E NT J Table of Contents Tables Introduction 2 Table No. Description Page Existing(2017)Conditions 4 Table 1 Boar's Head New Land Use Trip Generation 8 Study Area 4 Table 2 Added Golf Trips 8 Existing Roadway Conditions 4 Table 3 Added Tennis Trips 8 Existing Turning Movement Counts 5 Table 4 Total Added Golf and Tennis Trips 8 Existing Pedestrian and Bicycle Environment 5 Table 5 Level of Service Description for Intersections 10 Existing Area Transit Service 5 Safety 5 Table 6 Existing Conditions Intersection Operating Metrics 10 Future Conditions 7 Table 7 Traffic Impact of Modified Land Use Only 11 Table 8 Internal Reassignment 12 Future Conditions 7 Table 9 Average 15-Minute Volume Change(Existing to New) 14 Background Growth 7 Trip Generation 7 Table 10 LOS Results for Intersection Control Scenarios 15 Trip Distribution 8 Table 11 Queueing Results for Rerouting/Intersection Control Scenarios 16 Traffic Operations 9 Table 12 Corridor Comparison under Coordinated Signal Control 18 Level of Service Criteria 9 Table 13 LOS Results for Coordinated Signal System 18 Existing(2017)Conditions 10 Table 14 Queueing Results for Coordinated Signal System 19 Build 1: Land Use Improvements Only 10 Table 15 Alternative Intersection Analysis at Ednam Drive 20 Build 2: Land Use Improvements and Connector Road Table 16 Alternative Intersection Analysis at Golf Course Drive 20 11 Table 17 Signal Warrants Met at Intersections 21 Alternative Intersection Control 20 Alternative Intersection Feasibility Analysis 20 Figures Signal Warrant Analyses 21 Conclusion 23 Figure No. Description Page Figure 1 Proposed Property Map,Regional Context,and Connector Road.3 Figure 2 Peak Hour Tuming Movement Counts 6 Figure 3 Historical Traffic Trends on US 250 7 Figure 4 Internal Distribution for Build 2C 13 iVti... ii ATTACHMENT J on US 250,among other factors that will be discussed in this Traffic Introduction Impact Study(TIA).The impact on the two site access intersections is of utmost importance,considering VDOT's recent designation of this segment of US 250 as an Arterial Preservation Corridor, which will The University of Virginia Foundation (UVAF) is planning the mean increased scrutiny from VDOT at the state level on any expansion of athletic facilities and improvements to connectivity proposed intersection control measures, especially new traffic within the Boar's Head property in Charlottesville,Virginia. UVAF signals. plans to reconfigure the existing tennis courts into a tennis complex that will net eight additional courts.UVAF also plans to create a six- UVAF retained the services of VHB to analyze the traffic impacts of hole par-3 golf course adjacent the existing course.To better serve all the improvements proposed by the SUP to identify any off-site athletic activities on the Boar's Head Inn site and the Birdwood Golf measures, if necessary, to mitigate the impacts of the Course site,UVAF also plans to open the Berwick Road extension to additional/rerouted trips. UVAF and VHB met with Albemarle Golf Course Drive - or, "Connector Road" -on a permanent basis. County and/or VDOT staff on numerous occasions between the Figure 1 shows a map of the two properties(including the new tennis summer and fall of 2017,including a pre-scoping meeting with VDOT complex and Connector Road), a regional context map, and a detail Culpeper Traffic Engineering and Culpeper Planning on October 23, plan of the connector road. at Albemarle County offices,to discuss the requisite elements of the traffic impact analysis, and a preliminary-findings meeting with Vehicular access to the existing and proposed expanded facilities is Albemarle County Planning and Transportation on November 30,to provided via two existing, UVAF-maintained roads at two existing review the trip generation and initial impact results. intersections with VDOT-maintained US 250(US 250): This TIA documents the trip generation from the two expanded • Ednam Drive (western access) - existing signal-controlled T- athletic uses,trip distribution,traffic assignment including the traffic intersection currently providing vehicular access to all BHI rerouting afforded by the Connector Road,and impacts to site access facilities, including tennis, but no access to Birdwood Golf at the two intersections with US 250. VHB evaluated the impact of Course. multiple traffic rerouting scenarios to account for flexibility in future • Golf Course Drive (eastern access) - existing stop-controlled parking and intersection control measures. The new trip generation driveway with non-controlled US 250 currently providing covers the 8-court tennis and short course 6-hole golf facility access only to Birdwood Golf Course. expansions. Opening of the Connector Road permanently is intended to provide inter-parcel connectivity between the sites.Traffic patterns accessing the properties and internal to the site are anticipated to change as a result. The extent of that rerouting is contingent on several factors, including access control at the two external site access intersections Nildithh 1 ATTACRMENT J / • di./ -,,,:_•'"-."7""--•..5.e.;.,-;„ -- ,..-- ---•-ice__:.-:•-c-••‘',' —- -.......-- •-------- f',.r. -- ---Ci •;.se i iii ' ,... • - .-....,... • --- -- '- /:,--'' --, ;.• 4 -' i. ','\ - \ ----\\_/ e: •••,:r; . ' •• ' 1••• '-- • - 4111 Y'4. i• , ,:lec-44,,, 4,1,.,, ., ..\ „ rt,..• 1 - .1 \-7 .,_ .11• ' .. , . £C...-::-:..,• '...:::-.4 , . • . , • . •Lin ' #:-? , .,,,,,,10'it + . 4,,,,, ,.r'. \,... / _ i ;4- -,' , • • - . i. ---. ii .• 1-#7 v ri , • ,'' I ...r:.,,,, ( , L',1' . r,...• . , , fl lc* 0 i' . ...._6'tf•. . '.._: :‘'-..lr ." '.1,4 r .1,,I , lit 4 , i .;,i, ,,..-• "• ...,. '• ‘ • l''' t' 1 ..1* 4 - ••,, . / I J ' • fi ' if ir--'1* "51•1 . .k--,,;,... r . , , ... , 4, A -i -",':• •..-i • .• .-,- -- . .,, . .- '4.4, / • . - '6411P.) .,, ' ,.. - ,..t . ,,,;,. ..., .- sii_,..P.--.• -, - , s 4.i-0 .,,,' 1 , I '.r: . • .' .--Y, i': - .. 4 / . _ i,:es„ . , ..,. 4ii r j \• Si - .,- .1 . , .• /,, — f: --..-1-\l• k \ .## i t \., /IT I \ ,..",,,sie. .,., .I ...dimi 4 .: (-,-_-/ . Ilw. i t ,,...:,.- - / , , , \ . _ •, ..... ,, \\ v...,..-‘,..,,, .., , • .. : i . ,. ..„ 9,, 1 1 In i II w w \i ,• 41-.. i OM.•11....... \ r \r‘e >' V: 0- k i 1• . -..-\\\ Aelb 4 i • ' „ r Byre°, If'two.'Gc.of t•si.lb / .,•-•-•ok4. \ :, .. V' .• Iiir) - • ? iil,r)•‘.' .......01110.1•IMMINN. •,' Lin I VittitY Of Yoga.., CharkfttlieV il I i • rJ 4 •' %,-. f•• . ,, , . i 4, 4 woci.rt f'.7. • e!....,, • t , ort. -... ' 1. Monti.:pito 0 W , Figure 1 Proposed Property Map,Regional Context,and Connector Road *Vii'V' lill 2 ATTACRMENT J 2 Club on the east side of the Boar's Head property.Ednam Forest is a Existing (2017) Conditions community of single family houses on larger plots that is situated southwest of the Boar's Head Inn and the Sports Club.Access to the Ednam Forest neighborhood is provided primarily by Ednam Drive, Evaluation of the traffic impacts associated with the proposed SUP with Wellington Drive providing an alternative link between the requires a thorough understanding of the transportation network in neighborhood and the Boar's Head Inn and Sports Club facilities on the project study area.Existing conditions observed in the study area the east side of the property. include roadway geometrics, traffic control devices, and peak hour traffic volumes. This chapter summarizes the existing conditions observed within the study area. Existing Roadway Conditions This section describes the existing roadways within the study area. Study Area Average Annual Daily Traffic (AADT) data for the surrounding network of roadway were obtained from the Virginia Department of The study area for the assessment of project related impacts was Transportation (VDOT). The most recent AADT counts from the determined based on discussions with the University Foundation, VDOT are for 2016. Albemarle County,and VDOT Culpeper District Traffic Engineering and Planning divisions.The following intersections were included in US 250 the study area and were analyzed for existing and future conditions, as applicable: US 250 is a three-lane undivided arterial with a posted speed limit of 35 miles per hour (mph)east of Farmington Drive through the Golf • US 250 and Ednam Drive(signalized) Course Drive intersection and 45 mph west of Farmington Drive • US 250 and Farmington Drive(signalized) through the Ednam Drive intersection. The 2016 AADT on US 250 • US 250 and Golf Course Drive(unsignalized) was 13,000 vehicles per day(vpd)between Route 637(Woods Road) to the west of the study segment and the US 29 Bypass east of the The existing land use includes the Boar's Head Inn,the Boar's Head study segment. Sports Club, the UVA Foundation and Professional Center,the golf course, and the Ednam Forest and Ednam Village residential US 250 at Ednam Drive neighborhoods. Except for the golf course, all land uses currently This signalized intersection currently provides access to the Boar's access US 250 via Ednam Drive. Head Inn, the Boar's Head Sports Club, and the residential neighborhoods adjacent the property. US 250 has one through lane The Foundation and Professional Center are located to the northwest in each direction with a 250-foot dedicated eastbound right turn bay of Boar's Head Inn adjacent to US 250. All Boar's Head Inn facilities and a 175-foot dedicated westbound left turn bay.Ednam Drive has and Sports Club are situated along Berwick Road.The Ednam Village dedicated left and right turn lanes onto US 250. neighborhood consists of a single street of duplexes situated on Ednam Village Drive,which intersects Berwick Road near the Sports 111116, 3 ATTA M ENT J US 250 at Farmington Drive AM and peak PM hour turn movement counts are shown in Figure This signalized intersection lies within the study corridor but does 2. not provide access to the study properties.US 250 has three lanes in each direction (dedicated left, through, and right lanes), while Farmington Drive has a single shared lane on each approach. Existing Pedestrian and Bicycle Environment US 250 at Golf Course/Colridge Drive There are no pedestrian or bicycle facilities along this segment of US 250.Pedestrian and bicycle activity along the corridor is almost non- This unsignalized intersection currently provides access to the existent. Similarly, there is limited pedestrian activity on either Birdwood Property/Golf Course to the south of US 250 and to the Ednam Drive or Golf Course Drive near US 250.Pedestrian activity White Gables residential neighborhood to the north.US 250 has one is present predominantly along Berwick Road.A marked crossing is through lane in each direction with a two-way left turn lane and provided across Ednam Drive at Berwick Road. A pedestrian dedicated right turn bays (200-foot eastbound and 775-foot connection between the Golf Course and the Boar's Head properties westbound). Golf Course / Colridge Drive has a single shared currently exists near the Sports Club, although the path includes approach lane on both approaches. stairs to surmount the grade difference between the Golf Course and Sports Club parking areas. Ednam Drive Ednam Drive is a 25-mph two-lane, privately-maintained road that Existing Area Transit Service provides access to Boar's Head Inn,the Boar's Head Sports Club,and the residential neighborhoods behind the property. Charlottesville Area Transit (CAT) and University Transit Service (UTS)service area stops east of the US 29 Bypass interchange.Boar's Golf Course Drive Head and the Golf Course are not serviced by transit. mmemusimmossimmes Golf Course Drive is a 25-mph two-lane, privately-maintained road Safety that provides access to the Birdwood Property/Golf Course. VHB analyzed the existing roadway safety conditions at the access locations into Boar's Head and Birdwood properties.Between 2011- Existing Turning Movement Counts 2015, there were 3 property damage only (PDO) and 1 injury rear- VHB collected 14-hour turning movement counts (6 AM-8 PM) at end crashes at the US 250/Ednam Drive intersection.At the US 250 the US 250 intersections with Ednam Drive and Golf Course Drive / Golf Course Drive intersection, there was 1 rear-end PDO,1 deer on May 18, 2017, as part of previous work for UVAF. VHB also PDO crash,and 1 injury fixed-object crash.The relatively infrequent collected 4-hour peak turning movement counts(7-9 AM,5-7 PM) and low severity crash history indicates that there are no conditions at the nearby signalized intersection at Farmington Drive as part of requiring safety mitigation. VDOT's 2017 US 250 STARS Corridor study.The summarized peak 4 ATTA M ENT J a R r R +I 0 61 iO`�' \ y a 1.(3)1 a.i(8) n tg!, `to .0. ,, > _Ni-) 'c5\ - 4%4i • .. 411. 6��1 1� ram' �y � • �r{r i ro to • iti .d , .,, • ,C,A 3, ,, ; ,t, ; r" ,,,„ 'eview x i�tig yirgin 3,•••�r �(or t l s ,A • • %Inn )11, re - i 4* ......, i :.... ,1,'I. ' N. Turning Movement Counts Date:5/18/2017 Ivy Road Ednam Drive Golf Course Drive AM (PM) Date:5/10/16 Farmington Drive Figure 2 Peak Hour Turning Movement Counts 5 ATTAvCPM E N T J 3 Future o The report used a 0% annual growth rate for traffic west of the US Conditions 250/Canterbury Road intersection,and a 1%annual growth rate for traffic at the intersection and to the east, which was confirmed by VDOT for that study. Also through discussion with VDOT and Future Conditions UVAF,there is not anticipated development in the vicinity expected to suggest a change in the recent trend. VHB reconfirmed the 0% The build out year for the proposed tennis and golf improvements is growth rate for this TIA during meetings with VDOT Culpeper within the next two years. Opening the Connector Road is District Planning. anticipated even sooner. Because the improvements are near-term and there is no background growth on the corridor (discussed in Trip Generation subsequent report section), there is no specific future build year designated for assessing impacts.The following sections describe the VHB calculated trip generation for the upgraded existing land uses process and results of the future conditions analysis. on the Boar's Head and Birdwood properties using the Institute of Transportation Engineers'Trip Generation Manual,9th Edition(the Background Growth 10th Edition had not yet been released at the start of this process). VHB retrieved from the Manual a daily trip rate for the two land uses Figure 3-excerpted from VDOT's 2017 draft US 250 STARS Study based on the independent variables of number of golf holes and report - shows the historical annual average daily traffic (AADT) number of tennis courts.Trips were distributed throughout the day along US 250 near the Boar's Head and Birdwood Golf Course using the existing trip distribution derived from historical golf and properties. tennis activity at the Sports Club and Birdwood Golf Course. The permanent opening of the Connector Road will complete an Average VDOT AADT for 2001-2015 internal road connection between Ednam Drive and Golf Course 14000 Drive parallel to US 250,providing a vehicular link for Boar's Head 13000 patrons of the Inn and Sports Center,as well as residents of Ednam v12000 Village, with the golf course and expanded tennis facilities on the F'_ 1100o Birdwood property. 10000 e se"e co,�o�1 co a e e e e O,b O,' VHB assumed an internal capture rate of 10% for both expanded ti ti ti et. ti ti ti ti ti ti ti ti ti ti ti facilities. This means that 10% of the trips generated by the tennis Year and golf are local trips originating at the Inn or the adjacent residential neighborhoods.These local trips may currently utilize US Figure 3 Historical Traffic Trends on US 250 250; but in the future scenario, these patrons are assumed to take Source:VDOT's US 250 STARS Draft Report advantage of the Connector Road or improved pedestrian/cart Nittith ATTACRM ENT J connectivity adjacent the Connector Road. This is a conservative 250.The new tennis trips are shown in Table 3 as percent increase of factor based on historical golf course records suggesting that a higher total traffic from all properties accessing US 250 at Ednam Drive and percentage of patrons using the golf course may be Inn guests who Golf Course Drive. may be accessing the golf course. Table 3 Added Tennis Trips Table 1 Boar's Head New Land Use Trip Generation Time of Day AM Peak Activity Peak PM Peak 1TE Daily AM Peak Hour• PM Peak Hour• %Growth 6.7% 7.6% 4.0% Use Code Size Units Trip (Trips/Hour) (<25) (<35) (<20) Ends Enter Exit Total Enter Exit Total Golf 430 6 Holes 214 10 3 13 12 11 23 Tennis 491 8 Courts 310 12 12 24 9 8 17 Total traffic growth from the additional golf holes and tennis courts is shown as percent increase of total traffic from properties accessing Total Trips 524 14 7 22 15 37 21 US 250 at Ednam Drive and Golf Course Drive in Table 4. Golf Capture(10%) 52 1 0 1 0 1 1 Tennis Capture(10%) 31 1 0 1 1 2 1 Table 4 Total Added Golf and Tennis Trips Golf Net New Trips 193 8 3 9 3 12 11 Time of Day AM Peak Activity Peak PM Peak Tennis Net New Trips 279 5 4 11 11 22 8 %Growth 10.3% 12.7% 9.5% Total Net New Trips 472 13 6 20 14 33 19 (Trips/Hour) (<40) (<60) (<45) *Peak hour volumes based on daily distribution derived from historical facility data. Trip Distribution The new 6-hole Par 3 short golf course will generate 96 vehicles on a typical day, which will be distributed across 24 hours. The peak In pre-scoping documentation, VHB proposed an external activity for the golf occurs outside the peak traffic period for US 250. distribution of 81% to/from the east (Charlottesville), and 19% The new golf trips are shown in Table 2 as percent increase of total to/from the west (Ivy/Crozet). VHB developed this distribution traffic from all properties accessing US 250 at Ednam Drive and Golf split from existing traffic patterns derived from the traffic volume Course Drive. counts,assuming the expanded land use would conform to existing traffic patterns.VHB further utilized existing traffic patterns within Table 2 Added Golf Trips the Boar's Head property to develop hourly distributions for the new Time of Day AM Peak Activity Peak PM Peak traffic volume.Hourly distributions of the new volume were used to Growth 3.6% 5.1% 5.5% conduct the signal warrant analyses at the US 250 intersections with (Trips/Hour) (<15) (<25) (<25) Ednam Drive and Golf Course Drive. The additional tennis courts will generate 139 vehicles on a typical Assignment of trips on the network according to the three scenarios day,which will be distributed across 24 hours.The peak activity for studied.Assignment is described in subsequent chapters. the tennis courts also occurs outside the peak traffic period for US ATTAwd4M ENT J 4 Traffic Operations scenarios, the purpose of this study was intended to show how the intersections would perform with or without signal control at the two access points to the two properties after the permanent inter- This section presents the results of the intersection capacity analysis. parcel link is opened. Analysis was performed under the following scenarios: The scenario in which signal control is removed from Ednam Drive • Existing(2017)Conditions and added to Golf Course Drive was analyzed at the request of • Build 1:Land Use Improvement Only VDOT,per the pre-scoping meeting. • Build 2a:Land Use Improvements+Connector Road;Existing Intersection Control • Build 2b: Land Use Improvements + Connector Road;Signal Level of Service Criteria Control at Golf Course Drive,Stop Control at Ednam Drive • Build 2c: Land Use Improvements + Connector Road; Signal Peak hour level of service (LOS) measures the adequacy of the Control at Ednam Drive and Golf Course Drive intersection geometrics and traffic controls of an intersection or approach for the given turning volumes. Levels of service range The Existing(2017)scenario includes AM and PM peak hour analysis from A through F, based on the average control delay experienced based on turning movement count data collected in May 2017. As by vehicles traveling through the intersection during the peak hour. discussed in the Trip Generation section of this report, there is no Control delay represents the portion of total delay attributed to background growth and the improvements are anticipated in the traffic control devices(e.g., signals or stop signs). Table provides a next couple of years;so,there is no future analysis year specified and general description of various levels of service categories and delay no No-Build scenario included in the analysis. The four Build ranges. scenarios include existing traffic with the addition of the projected site trips generated by the proposed improvements and/or the The level of service designation is reported differently for signalized reassignment of trips on the study network based on the permanent and unsignalized intersections. For signalized intersections, the use of the Connector Road. analysis considers the operation of all traffic entering the intersection and the LOS designation is for the overall condition at the The four scenarios were studied to isolate the impact of the intersection. For unsignalized intersections, the analysis assumes improvements (Build 1 scenario)from the impact of the permanent that through traffic on the mainline is not affected by traffic on the use of the Connector Road (all Build 2 scenarios). The Build 2 side streets. Thus, the LOS designations reported for unsignalized scenario was studied in three different sub-scenarios to show the intersections are for the worst operating, stop-controlled approach impact on the study network based on the various intersection and not for the overall intersection. control strategies that may be considered at the two US 250 intersections. Although other intersection strategies may be Intersection levels of service analyses were performed for the typical considered beyond the three analyzed under the three Build 2 weekday AM and PM peak hours using Synchro Professional Version 9, in accordance with VDOT's Traffic Operations and Safety Analysis Nat I. 8 ATTA M ENT J Manual, Version 1.0. Signal timings were optimized within Synchro The Golf Course intersection currently operates at LOS A in both for all scenarios.Synchro output data is included in the Appendix. peak periods with almost no intersection delay because the US 250 mainline is free-flowing only the two side street approaches with Table 5 Level of Service Description for Intersections much smaller volumes by comparison incur delay due to the stop Level of Description Signalized Unsignalized bar.The intersection at Ednam Drive experiences LOS C and LOS B Service Intersection Intersection conditions during the AM and PM periods, respectively. At the A Little or no delay <=10 sec. <=10 sec. signal control, the delay is more equitable across all approaches, B Short traffic delay 10-20 sec. 10-15 sec. although the US 250 mainline is favored to promote progression of C Average traffic delay 20-35 sec. 15-25 sec. the higher volume through traffic. Both intersections perform more D Long traffic delay 35-55 sec. 25-35 sec. than adequately during the two peak hours of operation.Additional E Very long traffic delay 55-80 sec. 35-50 sec. performance metrics(i.e.,approach delay,movement delay,queues) F Unacceptable delay >80 sec. >50 sec. are provided in subsequent sections of this report. Existing (2017) Conditions Build 1: Land Use Improvements Only Signalized intersection capacity analysis was performed in the study For Scenario 1, VHB evaluated the impact of adding the trips area for the following intersections within the study area: generated by the tennis and golf course improvements without any roadway improvements (e.g., Connector Road or modified • US 250 and Ednam Drive(signalized) intersection control) to isolate the impacts of the modified land use. • US 250 and Golf Course Drive(unsignalized) This evaluation assumed no connection between Berwick Road and Golf Course Drive(i.e.,Connector Road)and existing stop-control at Table 6 shows the intersection delay for both peak periods and Golf Course Drive / US 250 and existing signal-control at Ednam corresponding level of service (LOS) for both US 250 intersection Drive / US 250. Table 7 reports the overall intersection delay, providing access to the Boar's Head and Birdwood properties. The intersection LOS, and northbound movement delay for the two northbound delay for each intersection is also reported to show the intersections compared to the existing conditions (previously current condition of the approaches that will be most impacted by reported in Table 6). Results are reported for two assignment the proposed land use and roadway network improvements. conditions depending on where parking will be located for the expanded tennis facility. For both assignment conditions, all Golf Table 6 Existing Conditions Intersection Operating Metrics Club traffic is assigned to Golf Course Drive. Because the final us 250/Golf Course Drive US 250/Ednam Drive determination of tennis parking has not yet been determined,VHB (Existin Stop Control) (Existing Ste-Control) Scenario Intersection LOS NB Intersection NB assumed two worst-case scenarios - one in which all tennis trips Delay Delay Delay LOS Delay utilize Golf Course Drive and one in which all tennis trips utilize Existing [s/veh] [s/veh] [s/veh] [s,/veh] Ednam Drive.The most likely condition in the future would be less Conditions 1.1[1.2] A[A] 51[59] 22.2[15.1] C[B] 39[27] than 100% to either intersection. Nifitlill 9 ATTACRMENT J improves the overall operation of the intersections by distributing Table 7 Traffic Impact of Modified Land Use Only traffic between the two US 250 access points. US 250/Golf Course/Colridge US 250/Ednam (Existing Two-Way Stop Control) (Existing Signal-Control Scenario Int. NB SB Int. NB Build 2: Land Use Improvements and Connector Road Delay LOS Delay Delay Delay LOS Delay [4/veh] [4/vehl [s/veh] [s,/veh] [sfveh] Existing 1.1[1.2] A[A] 51[59] 139[77] �'2 C[B] 39[27] The Connector Road will reduce traffic volume on US 250 by Conditions [15.1] connecting the golf course facilities to the Boar's Head Inn and Future Conditions residential neighborhoods. Golf patrons from the Inn and (100%Tennis 1.2[1.6] A[A] 48[65] 155[83] [15.6] C[B] 39[27] neighborhoods must currently exit onto US 250 to drive to/from the on Ednam Dr.) golf clubhouse. As documented in the pre-scoping form, VHB Future assumed a 10% internal capture of the existing golf course volume, Conditions 22.2 and thus removed this volume quantityfrom existingturning (100%Tennis 1.7[2.1] A[A] 62[83] 174[88] C[B] 39[27] turn g on Golf [15.1] movement counts (TMCs) at Ednam Drive and Golf Course Drive Course Dr.) since these drivers will no longer utilize US 250.The connector road will also improve emergency access to the entire Boar's Head There is no impact to US 250 mainline traffic flow with the modified property and residential neighborhoods by providing a second land use. The northbound Golf Course approach experiences an access point to US 250. incremental increase in delay with the addition of the new golf trips and moderate increase(—24 seconds/vehicle)if the 100%of the new The following sections describe the reassignment of vehicles, both tennis trips were to utilize the Golf Course Drive intersection as well. existing traffic and added trips, throughout the internal roadway Even with this increase in delay, the 95th% queue length on Golf network and redistribution to the two US 250 access points. Signal Course Drive is only two vehicles. timings were optimized within Synchro for all scenarios. Delay on the southbound Colridge Drive approach would be impacted in both scenarios (-35 seconds/vehicle in the AM peak hour;however, there are fewer than 10 afflicted vehicles in the AM Internal Trip Distribution and Reassignment peak hour and fewer than 5 afflicted vehicles in the PM peak hour. There is no impact to intersection delay for the northbound delay at The permanent opening of the Connector Road will reroute a Ednam Drive because the generated tennis volume is not significant percentage of existing traffic on Ednam Drive and Golf Course Drive. enough to have an impact even if 100% of tennis trips were to utilize Rerouting assumptions provide the framework for evaluating Ednam Drive. Ednam Drive and Golf Course Drive delay/LOS assuming the Connector Road is opened on a permanent basis. Rerouting This impact is also based on no inter-parcel connection. As assumptions depend on travel time, distance, general direction of demonstrated in the next sections of this report,the Connector Road travel along the US 250 corridor,and intersection control. 10 ATTA M E NT J VHB confirmed with VDOT and the County that rerouting Course Drive; the remaining distribution is assumed at Ednam distributions will be contingent on intersection control (i.e., a Drive. percentage of traffic will favor the signal-controlled intersection. Table 8 Internal Reassignment Build 2A:Signal at Build 2B:Stop at Build 2C:Signal at Using this supposition as a foundation, VHB developed three Ednam;Stop at Golf Ednam;Signal at Golf Ednam;Signal at Course Course Golf Course rerouting scenarios: Land Use At Golf At Golf At Golf At Golf At Golf At Golf Course for Course Course for Course for Course for Course • Build 2A:Assumes signalill control at Ednam Drive and two- C-ville for Ivy/ C-ville I`y/ C-ve for Ivy/ Crozet Crozet Crozet way stop-control at Golf Course Drive BHI • Build 2B: Assumes two-way stop-control at Ednam Drive (Boar's Head 40% 0% 90% 10% 80% 0% Inn) and signal control at Golf Course Drive Spa 40% 0% 90% 10% 80% 0% • Build 2C:Assumes signal control at both Ednam Drive and Restaurant 40% 0% 90% 10% 80% 0% Golf Course Drive Sports Club 50% 10% 100% 80% 100% 60% For UVAF's 2017 Boar's Head Parking and Traffic Circulation Study, UVA Foundation 0% 0% 30% 0% 10% 0% VHB synthesized historical data from the various facilities on site. Professional 0% 0% 30% 0% 10% 0% Cener This included usage data for the Inn, restaurants, conference Ednam 10% 0% 60% 10% 50% 0% pavilion,spa,sports club,and golf.VHB used this data to determine Forest 1 the share each of these facilities represented in the parking and traffic Ednam 50% 10% 100% 70% 100% 0% throughout the course of a typical day. VHB also used ITE Trip Forest 2 (Ednam 70% 10% 100% 80% 100% 30% Generation information corresponding to the residential land use for Village the two adjacent neighborhoods to normalize the data to adjust for Conference 40% 0% 90% 10% 80% 0% &Events the share that is represented by the Ednam Forest and Ednam Village Golf Course 100% 20% 100% 90% 100% 80% neighborhoods.Holding constant the distribution of trips along US 250 according to the existing turn movement counts at the two intersections, VHB reassigned trips between the two intersections based on the permanent opening of the Connector Road and the rerouting behavioral decision-making metrics referenced previously. Figure 4 shows land use location within the property and as an illustrative example of the three rerouting scenarios,documents the internal reassignment by aggregated land use. Table 8 lists the internal distribution percentages for all three scenarios at Golf Nlig 11 ATTA MENT J • �' Foundation & Professional Center a_ Residential 35 houses) D' • .� EB: 90% to Ednam Drive. 10°%to o .' Golf Course Drive '►` .- EB: 0%to Ednam Drive. a .i 100%to Golf Course Drive . 4 WB 100%to Ednam Drive. 0°,0 to l* WB: 70°'°to Ednam Drive. Golf Course Drive `i . 30%to Golf Course Drive •- °, _ lie w Inn, Restaurant, Spa, & Conference _ • �. _ I .: EB: 20%to Ednam Drive. 80%to , I I ,-' ' , 4` y► Golf Course Drive '• �' i „3., • a • - o VVB: 100%to Ednam Drive. 0%to _ Heao Golf Co,. �_ Golf Course Drive EB: 0 ro to Ednam Drive. ,7• 4i�„� , 100%to Golf Course Drive `' � WB:20%to Ednam Drive. Residential i-90 houses! �� _ i ` 80%to Golf Course Drive EB: 50%to Ednam Drive, 50% V. ' to Golf Course Drive `/ WB: 100%to Ednam Drive, 0° �\ f ` to Golf Course Drive r Sports Center K 3• EB: 0%to Ednam Drive. �.� o- 100%to Golf Course Drive �=- off'• am ' , `, WB:40°1°to Ednam Drive. -- ._`, 60%to Golf Course Drive ) . r Residential(-40 houses) / / EB: 0%to Ednam Drive. /py-/ 100%to Golf Course Drive ��� WB: 100%to Ednam Drive. _____ __ 0%to Golf Course Drive Note: EB reflects travel to/ �` from Charlottesville while WB , - .IF reflects travel to/from Crozet. - / 411#1.1 � + • a Figure 4 Internal Distribution for Build 2C 12 �V ATTAOH M E N T J In previous work for UVAF, VHB developed the percentage of Intersection Capacity Analysis for Three Build 2 Scenarios Ednam Drive volume associated with each specific land use. VHB computed the internal rerouting volumes by applying the Table 8 Table 10 reports the results of the intersection analysis for three distribution rates to the existing land use volumes. For example, in intersection control scenarios for Build 2,to show the impacts on the Build 2A,40%of the existing Boar's Head Inn traffic coming to/from two US 250 intersections based on reassignment due to the presence Charlottesville reroutes to Golf Course Drive, while the remaining of the Connector Road.Table 10 shows the overall intersection delay, 60%continues to utilize Ednam Drive;0%of Boar's Head Inn traffic intersection LOS (Level of Service), and delay and LOS by coming to/from Ivy/Crozet reroutes to Golf Course Drive, while movement. For this analysis, VHB optimized signal timings in 100% remains on Ednam Drive. VHB also applied the distribution Synchro for individual intersections in isolation. rates to the new trips generated by the expanded tennis and golf facilities.The final output of this trip distribution analysis is new 15- The variations in overall intersection delay between the three minute turning movement counts along US 250 at Ednam Drive, scenarios are due primarily to intersection control. The through Farmington Drive, and Golf Course Drive. Table 9 reports the movements on US 250 do not experience any delay at two-way stop- average 15-minute volume changes by turning movement for each of controlled intersections; however, these heavy movements incur the Build scenarios. VHB used the new volumes in the capacity delay under signal control conditions.The minor road approaches, analysis, signal warrant analysis, and signal coordination particularly southbound Colridge Drive (at US 250 / Golf Course consideration. Drive),are served best by Build 2B and Build 2C control conditions, in which a signal is provided at the Golf Course Drive intersection. Table 9 Average 15-Minute Volume Change(Existing to New) The minor road approaches,particularly southbound Colridge Drive Scenario NBL NBR WBL wBT EBT EBR (at US 250 / Golf Course Drive), are served best by Build 2B and Build 2A -1 11 13 10 1 Build 2C control conditions,in which a signal is provided at the Golf Course Drive intersection;however,the impact of 2A on the Colridge Golf Course Build 2B 2 25 29 -26 -22 3 Drive Drive approach is restricted to fewer than ten vehicles in either peak Build 2C 1 23 26 -23 -20 1 hour. Table 11 reports the results of the queueing analysis for each movement at Ednam Drive and Golf Course Drive under the three- Build 2A 1 -9 -11 -1 -1 2 intersection control/ reassignment scenarios. Ednam Build 2B -2 -23 -27 3 3 -2 Drive The queueing analysis indicates that queue lengths in Build 2A are Build 2C -1 -21 -24 2 2 -1 either shorter or equitable to queue lengths under existing Build 2A - - - .4 -3 - conditions. It is not appropriate to compare the queue lengths Farmington Build 2B - - - -9 5 - between scenarios in which control changed;however,a qualitative Drive assessment can be made regarding Build 2B and Build 2C.Relocating Build 2C - 5 signal control presently at Ednam Drive (Existing Conditions and Build 2A)to Golf Course Drive(Build 2B)relocates the longer queues NISIt 13 ATTA M E NT J from Ednam Drive to Golf Course Drive, in the same way that the control. Under any of the Build scenarios, the study intersections delay shifts with the transfer of signal control from one intersection operate with acceptable intersection performance metrics (i.e., to the other.The queueing and delay conditions are a by-product of intersections operate at LOS C or better in all scenarios).Impacts to signal control,which explains why delays and queues increase under individual approaches/movements vary between scenarios; Build 2C. however,the impacts are either within acceptable thresholds and/or are limited to extremely low volumes(i.e.,fewer than ten vehicles in Intersection delay, LOS, and queueing analysis reveals that the a peak hour)." Connector Road improves the overall operations of the intersections by distributing traffic between the two intersections until an The Connector Road more evenly distributes traffic across the two equilibrium is reached. In all scenarios, the intersection(s) under access points with US 250, increases inter-parcel connectivity, signal control all operate at LOS B,an improvement over the LOS C relocates vehicle trips from US 250 internal to the properties, condition without the Connector Road. improves pedestrian/bicycle connectivity between parcels, and provides enhanced emergency access to the Boar's Head property Both intersections are expected to operate well within acceptable and residential neighborhoods. conditions and can easily accommodate the day-to-day traffic growth from the expanded tennis and golf facilities.Traffic at the two Delay, LOS, and queuing results are also shown in figures at the intersections will reach an equilibrium commensurate with the beginning of the Appendix. Table 10 LOS Results for Intersection Control Scenarios Intersection and 2017 Existing Conditions Build 2A(Signal at Ednam, Build 2B(Stop at Ednam, Build 2C(Signal at Ednam, Stop at Golf Course) Signal at Golf Course) Signal at Golf Course) Approach AM PM AM PM AM PM AM PM US 250/Ednam Drive C B C B A A B B (22.5 sec/veh) (15.6 sec/veh) (24.7 sec/veh) (13.2 sec/veh) , (1.0 sec/veh) (1.2 sec/veh) (13.6 sec/veh) (11.3 secfveh) Eastbound C-33.5 C-24.3 D-40.1 B-18.3 A-0 A-0 B-19.9 B-15 Westbound A-9.8 13-10.1 A-6.9 A-9.3 A-4.5 A-0.3 A-4.4 A-7.8 Northbound B-15.2 13-12 B-12.7 B-14 C-23 E-42.1 C-21.3 13-18.3 Southbound - - - - - - - - US 250/Golf Course A A A A C B C B Drive (1.1 sec/veh) (1.2 sec/veh) (2.2 sec/veh) (2.0 sec/veh) (22.9 sec/veh) (19.7 sec/veh) (23.0 sec/veh) (19.6 sec/veh) Eastbound A-0 A-0 A-0 A-0 D-35.1 C-29 D-36.4 C-29.5 Westbound A-0.2 A-0.3 A-0.9 A-1.1 13-11.6 B-13.3 B-10.4 B-12.9 Northbound F-50.9 F-59.5 C-23.4 C-22.9 13-10.6 B-14.1 A-8.8 B-13.2 Southbound F-139.1 F-76.6 F-228.9 F-130.7 C-31.9 A-0.2 C-31.9 A-0.2 Legend:X-#-Level of Service-Seconds of Delay Illgitlik 14 ATTACHMENT J F z w 2 1. � v )�t I-a 0 0 0 0 0 0 dy5 o 0 0 0 0 0 0 ro .8 u G IFi G i- d� G o� C .8 i-' Q °' � 0 0 0 0 0 0 0 cn U U U U U U U 1 1§ 7 F rN-, e, M M ON O n O . O O O O O O O � V b w gk(j . b N N �" r� 'C OffJJ , N (N.y .1. 00 N N O 4 O N cc i O O m O O N O y 6 Q CO r-. O' r-. M N CC U C/) O C d a in N • co O V O O O O O O = w O O V 2"i m m as CO O c) m e;, C N ro O c) -4 Q u'1 O N O N m O O O O 'A' O rii_ 'a te .3 In 2 — c--, w ct o O g '� J p ' NO O O O in Ln. in y Y iw F. , .- � w c i o i i cNvN _ ° u w aY CY b to �iv, = G. = p N. N m N N N In In In O pa -r N o. pppp p o z''...- co et .p S 00 M © I i ' ' O O rini rin- 47 4 Cr In ry In fn N y pp (j ...nN U iMN N Q Q r N " O i . . i In In I o o�o 21 d y SOD ' OA0a < o 0 o S 0 0 0 0 8 8 8 8 8 0� m g LA Lj 8 8 v v c 18 8 8 v v o 0 o aA w w 3 3 z z aA w w w 3 3 3 z z z (2 (2 2 14 are not comparable to the intersection-specific metrics presented Corridor Capacity Analysis for Three Build 2 Scenarios in the previous section. During scoping conversations,VDOT had expressed concern about Signals optimized in isolation balance the movement of each of the potential impacts the reassigned trips could have on traffic flow intersection approaches - delay is often incurred by the mainline through the US 250 corridor,should the intersection control at either movements to allocate green time to the minor street movements.In Ednam Drive or Golf Course Drive change.VHB conducted analysis a coordinated system, signal timings are optimized to prioritize the of the corridor to assess the impact to the US 250 corridor under the movement of the mainline traffic flow through the corridor, and three intersection control scenarios of Build 2. additional delay is therefore often incurred by the minor street movement. Due to the heavier mainline traffic volumes, overall Using Synchro, VHB developed cursory optimized, coordinated intersection delay and LOS metrics often improve coordination. signal timings for each of the Build 2 control scenarios for the US 250 corridor, defined as: Broomley Road, UVA Health Center, Ednam Conventional signal spacing practices would suggest that the Drive, Farmington Drive, Golf Course Drive, Canterbury / Old existing spacing between Ednam Drive and Farmington Drive is less Garth Road,US 29 southbound ramps,and US 29 northbound ramps. than ideal. During scoping meetings,VDOT voiced concern that an For comparison purposes, VHB developed optimized, coordinated additional signal placed at Golf Course Drive could potentially signal timings for the existing conditions (i.e., no development or exacerbate the less-than-ideal spacing. VDOT conjectured that a Connector Road). signal at Golf Course Drive in lieu of one at Ednam Drive would promote coordination through the US-29 interchange. Table 12, The objective of this exercise was to provide a preliminary however,suggest that this control combination(Build 2B) results in understanding of how coordination on the corridor would benefit greater corridor delay and corridor travel time than maintaining the traffic flow and to provide a high-level comparison of the three existing control combination(Build 2A). control scenarios on a corridor-wide basis. This analysis was not intended as a comprehensive coordinated signal system plan These results hinge upon the corridor cycle lengths,offsets,and splits development and evaluation, an effort that would take additional -all parameters that can be tweaked to favor specific movements or time,data analysis,and field refinement. to promote other strategies to manipulate flow. For example, our coordinated timings show that Build 2C(signals at both Ednam and Table 12 reports corridor performance metrics-travel time through Golf Course)outperforms Build 2B,despite the expectation that the the entire corridor and total delay incurred by vehicles travelling scenario with more signals would result in more delay and longer through the entire corridor, as reported by Synchro. Table 13 and travel times.In general,the addition of a new corridor signal(Build Table 14 present the intersection-specific performance metrics (i.e., 2C) will add more delay and travel time to corridor vehicles than delay, LOS, queues) under the coordinated timing plan. The either Build 2A or Build 2B(i.e.,one signal at Ednam or Golf Course); optimization of the coordinated signal system modifies the time however,any of the three control scenarios could be adapted to the allocation to various movements;so,the results in Table 13 and Table system. 16 ATTACHMENT J Table 12 Corridor Comparison under Coordinated Signal Control Corridor 2017 Existing Build 2A(Signal at Ednam, Build 2B(Stop at Ednam, Build 2C(Signal at Ednam, Analysis Conditions Stop at Golf Course) Signal at Golf Course) Signal at Golf Course) Metric AM PM AM PM AM PM AM PM Corridor Travel Time 251[-]/ 259[-]/ 248[-1.2%]/ 261[+0.8%]/ 247[-1.6%]/ 282[+8.2%]/ 260[+3.5%]/ 266[+2.6%]/ [s] 273[-] 342[-] 274[+0.4%] 340[-0.6%] 288[+5.2%] 355[+3.7%] 293[+6.8%] 349[+2.0%] [%increase] EB/WB Corridor Signal Delay 59/68 67/137 56/69 69/134 57/85 92/152 65/85 71/141 [sec]EB/WB Corridor ' Cycle Length 100 120 100 130 130 90 120 130 (1/2 Cycle Allowed) Table 13 LOS Results for Coordinated Signal System 2017 Existing Build 2A(Signal at Ednam, Build 2B(Stop at Ednam, Build 2C(Signal at Ednam, Intersection Conditions Stop at Golf Course) Signal at Golf Course) Signal at Golf Course) and Approach AM PM AM PM AM PM AM PM B A B A A A A US 250/ Ednam Drive 2.8 (6.6 (111.7 (6.1 (1.0 7 A (7.4 (5.0 sec/veh) sec/veh) sec/veh) sec/veh) sec/veh) �' sec/veh) sec/veh) sec/veh) Eastbound B-18.4 B-10.2 B-16.9 A-8.6 A-0 A-0 B-10.8 A-6.8 Westbound A-5.2 A-1.2 A-3.8 A-0.9 A-0.7 A-0.4 A-1.2 A-1.1 Northbound B-18 C-23.7 C-20.7 C-31 E-38.3 E-43.5 C-31.1 D-41.4 Southbound - - - - - - - - A A A B B Course Drive sec/veh) seeh) (2.2 sec/veh) sec/veh) sec/veh) sec/veh) (13.9 sec/veh) (12 4 sec/veh)J Eastbound A-0 A-0 A-0 A-0 A-9.8 C-23.5 B-14.2 B-19.3 Westbound A-0.2 A-0.3 A-0.9 A-1.1 B-13.1 A-6.5 B-13.4 A-6.2 Northbound F50.9 F-59.5 C-23.4 C-22.9 B-16.8 B-15.5 B-11.9 B-14.8 Southbound F-139.1 F-76.6 F-228.9 F-112.5 D-38.7 D-43.8 D-35.7 D-39.4 Legend:X-#-Level of Service-Seconds of Delay 17 ATTA M E N T J -) F z w 2 -w —0 0 0 0 0 0 0 0 ,1 A , , , , g , , r r r j \f ) / [ $ ) / / ) ( § / ( / / / { 0 0 0 u u 3 / ( ) \ 2 r r = % ° 2 ° = r = o r = # u /\ a; o � f r o 0 ° e o _ coCO \ m E 7 • (T \ ) ) ' ' csi ' r ,I, e Ncn _= r = o r o, )tf f mj cr' co G $ . . N . N ° .— rCO = 0 0 CV • §2 0 ° % 2 E . cc ) 7 P. C—nr w LO o , . . . r r m a a / ° ° _ o A (\ 2 £ICI C.,_ \ j ƒ cor e . , . . - -co Lo q I— ° / ƒ § 2 CDm =a, 0 o . , a . . 2 r r ,- m \ )) § \ -a _ . . . . r r ,0r q \ J J \ ] « « f § � ƒ ® « 'a, f « "a,a E § j / ® ) / 2 2 / § 3 / § a j § Ti '0 '0 -0 -0 « 0' / } ) \ \ \ j \ \ \ / / / / / / ) 2 { { m } / 7 j j} ) ) o o c j ) ) 7 ) ƒ / ] 0 -..- Qua \ ) / } z z Q Q w 3 2 } a } z z z 7 7 7 / 5 Alternative Intersection Control Table 15 Alternative Intersection Analysis at Ednam Drive Maximum v/c for Intersection Type Intersection Build Build Build Build Build Build Alternative Intersection Feasibility Analysis Type 2A:AM 2A:PM 2B:AM 2B:PM 2C:AM 2C:PM Conventional VHB conducted an alternative intersection feasibility analysis for Si 8� 0.69 0.57 0.68 0.57 0.67 0.56 both the Ednam Drive and Golf Course Drive intersections based on Green-T scoping conversations during which VDOT expressed concern that Signal 0.69 0.55 0.68 0.56 0.67 0.54 the Connector Road might call for modified control at either of the Roundabout two site access intersections with US 250. One Through 1.01 0.90 0.98 0.83 0.98 0.82 Roundabout This type of analysis is required according to VDOT policy 2 Through 0.54 0.50 0.51 0.43 0.51 0.43 governing signal justification, if the analysis showed the need for One-Way alternative control at one of the intersections to mitigate the impacts Sto Control 0.53 0.49 0.58 0.49 0.56 0.48 P of the proposed SUP improvements. VHB's analysis included an investigation into safety, operations, right of way impact, driver expectancy, and cost of an alternative intersection as opposed to a Table 16 Alternative Intersection Analysis at Golf Course Drive traffic signal. VHB utilized VJuST (VDOT Junction Screening Tool) Maximum v/c for Intersection Type Intersection to determine the feasibility of alternative intersection treatments. Build Build Build Build Build Build Type 2A:AM 2A:PM 2B:AM 2B:PM 2C:AM 2C:PM At Ednam Drive, VHB evaluated a conventional signalized Conventional 0.75 0.71 0.81 0.78 0.80 0.77 intersection,a continuous green-T signalized intersection,single and Signal dual through lane roundabout configurations, and a two-way stop Roundabout: 1.05 1.00 1.11 1.01 1.07 1.01 control intersection.At Golf Course Drive,VHB evaluated the same One Through intersection types minus the continuous green-T. VHB did not Roundabout 0.52 0.54 0.57 0.58 0.54 0.58 evaluate the remaining alternative intersection types in VJuST after 2 Through determining that they were not feasible in at least one of the One-Way 0.60 0.56 0.61 0.82 0.57 0.71 following categories: appropriate roadway facility type, ability to Stop Control accommodate traffic patterns, ability to provide sufficient intersection spacing, or right-of-way considerations. Table 15 and Table 16 contain the analysis operations results. 19 NIS , ATTA M ENT J The VJuST analysis shows that both intersections would function A traffic control signal should not be installed unless a minimum of adequately - from a volume-to-capacity (v/c) standpoint - under one warrant is met; however,the satisfaction of a single warrant or any of the Build 2 control/reassignment scenarios under any of the warrants shall not in itself require the installation of a traffic control intersection types, with the exception a single-lane roundabout. signal. For the purposes of this analysis, only the following vehicle VJuST only evaluates the feasibility of intersection types based on volume-based warrants were evaluated: capacity analysis. The operating conditions (e.g. delay, LOS, and queues) of the feasible intersections should also be evaluated to • Warrant 1,Eight-Hour Vehicular Volume determine the most suitable control type. Additional factors such as • Warrant 2,Four-Hour Vehicular Volume environmental impacts,right-of-way constraints,context sensitivity, • Warrant 3,Peak Hour and construction costs would also be factored into the determination of the most appropriate intersection type.VJuST is a high-level tool The volume warrants met by each intersection under each scenario to eliminate intersection types from further analysis. are listed in Table 17. Except for Warrant 6 (Coordinated Signal System),none of the non-volume warrants (Warrants 4,5,7,8, and MNNMMMMMMMMMMMMMMMINMOI 9)are met for either intersection under any scenario. Signal Warrant Analyses Table 17 Signal Warrants Met at Intersections VHB conducted signal warrant analyses for the Ednam Drive and Golf Course Drive intersections with US 250 under the three Build 2 Scenario Ednam Drive Golf Course Drive control/reassignment scenarios, in accordance with the Warrant 1B methodology presented in Chapter 4C of the Manual of Uniform Build 2A Warrant 2 None Traffic Control Devices(MUTCD),2009 Edition.The MUTCD lists nine Warrant 3B warrants for justification of signal installation: Warrant 1B Build 2B None Warrant 2 Warrant 3B • Warrant 1,Eight-Hour Vehicular Volume Warrant 1B • Warrant 2,Four-Hour Vehicular Volume Build 2C None Warrant 2 • Warrant 3,Peak Hour Warrant 3B _ • Warrant 4,Pedestrian Volume • Warrant 5,School Crossing The results reveal that signal control is warranted at either Ednam • Warrant 6,Coordinated Signal System Drive or Golf Course Drive regardless of scenario.Under no scenario • Warrant 7,Crash Experience is concurrent signal control at both intersections warranted. The • Warrant 8,Roadway Network intersection with the heavier site volume meets the warrants for a • Warrant 9,Intersection Near a Grade Crossing signal. In Build 2C, consisting of concurrent signal control at both intersections, traffic is assigned according to the driver behavior factors described previously, which tends to favor the intersection 20 ATTACHMENT J nearest the attraction(e.g.,Inn,sports club,etc.).The heavy external distribution to/from the east places heavier traffic volumes at Golf Course Drive, and contributes to only the Golf Course Drive intersection being warranted for signal-control. As a result,a signal would not be warranted at Ednam Drive if one were provided at Golf Course Drive. 21 ATTA M E NT J 6 Conclusion The Connector Road also enhances emergency access to Boar's Head and the adjacent residential neighborhoods and improves pedestrian, bike, and golf cart accessibility between the properties, The capacity analysis demonstrates that the expanded athletic which opens up opportunities for shared parking opportunities facilities at the Boar's Head and Birdwood properties have a minimal across the two properties and temporary alternative traffic transportation impact.That impact is restricted to the approaches at circulation strategies to accommodate larger events that occur on the the Golf Course Drive / Colridge Drive intersection with US 250, properties. which afflicts only patrons of the golf course on the northbound approach and the residents in the White Gables community north of VHB modeled traffic rerouting on the Connector Road for three US 250. The average delay on the northbound approach of Golf separate scenarios with the Connector Road opened on a permanent Course Drive increases with the addition of the new golf and tennis basis,to assess the impact of the rerouting expected once the inter- trips,but the average queue on the northbound approach is only two parcel connectivity is provided.The capacity analysis demonstrates vehicles.Similarly,the impact to White Gables traffic is confined to that the existing infrastructure can accommodate the shift in traffic fewer than 10 vehicles per peak hour.There would be no impact to patterns provided by the Connector Road for any of the intersection the Ednam Drive intersection in response to the added tennis and control scenarios. Intersection delay, LOS, and queueing analysis golf trips,even in the worst-case scenario in which all tennis trips use reveals that the Connector Road improves the overall operations of the Ednam Drive intersection (i.e., all parking on Boar's Head the intersections by distributing traffic between the two intersections property), which is unlikely considering that parking for tennis is until an equilibrium is reached. In all scenarios, the intersection(s) more likely to be split across both the Boar's Head property and under signal control all operate at LOS B,an improvement over the Birdwood property. LOS C condition without the Connector Road.While the provision of signal-control at Golf Course Drive would alleviate the delay for Furthermore,the capacity analysis demonstrates that the permanent the southbound movement at Colridge Drive; the installation of a use of the Connector Road providing inter-parcel connectivity signal at this time is unnecessary for an impact to fewer than ten between the Boar's Head and Birdwood properties is also anticipated vehicles during the peak hour. to have minimal impact on the roadway network.Performance will be improved at the two site access intersections to the properties at The Connector Road more evenly distributes traffic across the two Ednam Drive and Golf Course Drive with the added connectivity by access points with US 250, increases inter-parcel connectivity, distributing traffic across the two intersections.The Connector Road relocates vehicle trips from US 250 internal to the properties, would provide inter-parcel access for local trips between the improves pedestrian/bicycle connectivity between parcels, and properties and between the adjacent residential neighborhoods and provides enhanced emergency access to the Boar's Head property the Birdwood property, thus removing vehicles that are currently and residential neighborhoods. using US 250. Removing these trips from the US 250 corridor contributes toward VDOT's Arterial Preservation goals for this The corridor-wide capacity analysis reveals that with the corridor to improve mainline flow for through trips. introduction of optimized, coordinated signal timings from 111164111 22 ATTA M E NT J Broomley Road through the US 29 interchange, the highest warrants at Golf Course Drive but no longer meet the warrants at performing control scenario to facilitate the additional trips and Ednam Drive. reassignment due to the Connector Road,corresponds to the existing control conditions (i.e., signal at Ednam Drive and stop-control at In conclusion, the increased trips generated by the modified tennis Golf Course Drive). Contrary to the preliminary hypothesis that and golf land use have negligible impact on the transportation relocation of signal control from Ednam Drive to Golf Course Drive system and introduction of the Connector Road on a permanent basis would result in better performance for all vehicles on the corridor have minimal impacts on the transportation system. Those impacts based on signal-spacing best-practices,the corridor analysis suggests are accommodated by the existing infrastructure and intersection that the presumed better signal-spacing scenario would not perform control. Consideration may be given to relocating signal control to better than the existing control conditions from a network delay and Golf Course Drive; and, there are advantages of doing so such as travel time basis.However,any of the three control strategies could improving access for the White Gables neighborhood and servicing be implemented with tweaks to the coordinated timing to achieve the the dominant flow direction (i.e., to/from Charlottesville) slightly overarching traffic flow goals for the corridor. better. But both scenarios more than adequately accommodate the anticipated traffic impacts created by the improvements in the SUP; Alternative intersection analysis revealed that signal control and/or and,those impacts do not necessitate the relocation of signal control, two-way stop control are the feasible intersection control options at nor do those impacts necessitate any other road. the site access points from a volume to capacity basis. All other intersection types assessed using VDOT's VJuST tool are viable from a volume-to-capacity standpoint,except for single lane roundabout; however,feasibility of these alternatives is more heavily influenced by other economic and physical constraints (e.g., environmental, right-of-way, utilities, rail, drainage, topography, context, safety, etc.) The warrant analysis shows that after the addition of the new trips and opening of the Connector Road,volume warrants 1B,2,and 3B are met for either scenario in which signal control is present at Ednam Drive or Golf Course Drive. With the Connector Road in place and traffic distributed across the two intersections based on driver behavior factors, there is insufficient volume to warrant concurrent signal control at both intersections. Because the distribution of traffic is so heavily in favor of Charlottesville (81%), in the scenario in which vehicles were reassigned according to signal control provided at both intersections, the volumes meet the 23 ATTA M ENT J APPENDIX ATTACHMENT J Existing Conditions Existing Conditions 4' �, Via.-- 4 .t -_..,,N. - ,. IM „.........11104-4'"DTh +. t J `�y ra O us 2so + 0 us 2so NACA . 2. e... 4 * ..t - + 1, t 4 1 ead S i�1 pfrd 3 .aT i" cq�' X C)34.$�: —C I Boas` . 'd' a ' • A)2.6 — E —N o 0 0 +> . �' , w V 0 0 0 - ' * \Y .F; . 4. 7 :U 1 • J :U 1 • Th�e,Boar's `V"1"B �#1.>F e i rcStore 4 t , y' ■ f6.7(A) ,NNN � • 4 w v .1 ��� -,. 8.3(A) N N V 4— • 'N R'' a i ii— _ 12.1(B) Head,Resort. ice r f y ` { US 250 1 �US 250 /Y. .4.. \\ ''. • ; A)0.0 —fi \- o" 4 (D)42.4— -, r v \ .. �� (A)3.2 —\1 4 v o V. q d i 1 0 C N Oi �Iy N N N D G Q o v C.G Boars Head Sports C ub Build 2B Build 2B Build 2C Build 2C NOT TO SCALE N `1"" Cf v" Legend .— o, rn rn ��0.0(A) —4.4(A) a rn rn R-0.0(A) ,�11.2(B) m m m 4—7.3(A) 3.6(A) m m m 4-7.4(A) i�36.0{D; a� j I e--30.1 (C) A - Delay, sec/veh (Movement O US 250 O US 250 O US 250 i� O US 250 Level of Service) R R A)0.0 — I j A)00.0�r I j �o (D)36.3—* C)20.6 i. D)37..3—+ OA - Overall Intersection Level of D —NkE N N (A)0.1 — o 6 a A)2.4 —E • A)0.0 � ServiceCo- D Boars Head AM Peak Analysis of Isolated 0 Intersection Delay and Level of Service (LOS) = Intersections (Non-Coordinated) K m z C- i- a 1:- 4111111641 , 4 ,, g r •s ' , j e . jtr, ExistingConditions ExistingConditions ss ,0 —. •• •''�1 e• L+J! ':: '` MQ�a as O �► • -7..1 •• ' ��y 4—10.3(B) `y '! •'� �:* �`j •�!i."K`Mfi-' �l a US 250 US 250 `NACA • ) L: •'•, t41 : . 6 C)25.2�0 �� T ems''°�°� j ,. f a,° i { .� _ ,. ,�a<<Y rI o c Ln Ln n L *`; � A f m A)4.1 —1E n w of ai of , •s �. J W G Q 0 Q L i-v L i- • 11, y' Q � 7 /, 2 :uI • :uI • A6�GheyBoars� N. :.ab / ,• , ,: a LlnnStore '•..* ,.. 4, . 4;4, 1, 4 s 1 It •—9.9(A) 7 vc_ ./'l e , a b i.I.4�1. 4.6(A) �— 4 . , .i, �— j i L •�11.4(B) H,,;d Rc, .,tI. 1r :N. !�.yi - ••{i •J O US 250 O US 250 t �_ 4,.a �N, �y� 4 `.I c, t j.. _ i A 00.0_• T , AIM , m (A)3.8 ��� N ao HIV N N N t. i . 'IeL r w v z o .V v G Boar's Head Sp2 snub mo o x" . •+. M / Build 2B Build 2B Build 2C Build 2C NOT TO SCALE N a Q a oo.o(A) Q a a —00.0(A) Legend �-- N N N �B4O(A) N N N �—9.4(A) o 0 0 -10.9(B) 3 3(A) 0 0 0 10.9(B) 0�26.4(C) �— I -2a.a(c) A - Delay, sec/veh (Movement O US 250 O US 250 O US 250 + O us zso Level of Service) A)00.0�� 11 T A)0.0 —� il T a C) �� B)15.5�� " o � OA - Overall Intersection Level of D ��� A)0.1 —�,F, A)4.2 �,E a A)0.0 w v v � 0-- w m toommm Service H > Boars Head PM Peak Analysis of Isolated n Intersection Delay and Level of Service (LOS) = Intersections (Non-Coordinated) K m z Existing Conditions Existing Conditions • r 44.0 oRa '" "' $ r-• , �', 1 ..,i_eul., \ - .." Ell '.•_•144/111406"nrirn"p" 14 , 41*:11.... --t ;14 . .411rIT i a if 4--215'(450" o 0 0 �— • '��� o °° i-132'(175" fm mI m �3'(400') f s =, `•„ a�► 11. 8 US 250 Ir + US 250 `NA CA ♦ F L + * + • _ j�s i t q"' (350')0-1 f4 '+lf J� ts Er i IC • 0°.es\ka 4 i' .a daa s� f y+ . fir,.. cost)883=-► j ininin .. '" �� 'e +c c (275)(�, cc c t>7�r w + �+/' yrii• Cul • ' A.b • �The�Boar' \ ,.-QB l + • ,,+ ;W " Inn Store , kiir�0'(250') + , i e y! '4�;`rile t' i ` 000 �# 0,--47'(175') �13'(400') Head Resort` 4- ; 0. ' , 0 ' a US 250 US 250 48► rfi P z s,y �/ 5 ,-1P , 4 r. R R * / • .. �J*#f P. e { d r � -it I 350')0' I I \ f.,.� s�: `'....•:i cont)7220 ,, M C ` ` 350' 17' -O in c 275')0' � c c c T 1r- w N S �0 0 0 0 Boar's Head Sports C ub♦ A v v V_ .fi e Build 2B Build 2B Build 2C Build 2C NOT TO SCALE N 4 in n n 1C-0'(250') N N N R--0'(0') Legend 4-- v v v A-336'(cont 4-185'((450" v v - 1-332'(cont -8'(175') �149'(400') �14'(175') `" ^' "' �123'(175' XX' (XX')Queue Length (Available R US 250 1 R US 250 - US 250 ' ' L RUS*250 Storage Length) [expressed in feet] I o 11 r ) r 0')0' �° I I 1 50')0' —v v ELf, zocont)952 .o m m m cont)825`� N Cont)949`-►o m m m Cont=Continuous Storage D 350')0' c 75')0' c c c 350')12' c 0')0' v .. w g o 0 0 0 o o o `O o Note:95th%tile queue length reported. U V V v w `v,_v_v Boars Head AM Peak Analysis of Isolated n Intersection Queue Lengths = Intersections (Non-Coordinated) K m z Existing Conditions Existing Conditions ,,. �L 'T s !' ' r :' 1 l Q' 'y Rd .- 14 .I Y'7, . ,tea 1 r {.r/•wo n"Qro a t u�/ 0• �388'(450' ~ , 4,� 4 a II 4)�w, �59'(175') I �3'(400') ; s .* x6, i ii .444 a —�'o om r .• ; ..' 7 0 - . m c (275')0 c ► ' ,'� • :ui-0 IN 0 o 0 5 0 , 7 • ' Build 2X R4 • T-1, 8oar's z 4.. .. . -r LI '-0'(250') •4, e, `• „J./:, ` , Tr .0) An 16 •z� i re t t -or, 275')0' 2 rg . •la „I, �o 0 0 o Boar's Head Sports Club d P. z Build 2B Build 2B Build 2C Build 2C NOT TO SCALE N r `C-0'(250') n n n �'(0') Legend I— --v 4-497'(cont ~112(145 j *--498'(cont 9�3'(175') O O O �146'(400') ,� '7 (175', XX' (XX')Queue Length (Available us 250 ) 1 L US 250 us 250 %' $ ' us 250 Storage Length) [expressed in feet] R r 0 R * R I 50')0' I I Cr)0' I I o m io ;o o in b e Zr, Zr, 'al Cont=Continuous Storage N in cont)751-+_ ,o ,o co sort)464`-► m N cont)761--►= u, �n v D 350')0' u, c 75')0' w c c c 350')12' —�c �+ Cr)0' c c-1--,"' W N g �`� o 0 o w ^' g 0 0 0 Note:95th%tile queue length reported. D Boars Head PM Peak Analysis of Isolated n Intersection Queue Lengths i Intersections (Non-Coordinated) K m z Synchro Output Files for Isolated, Non-Coordinated Intersections ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 - f 4- 4\ t Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1' r Traffic Volume(veh/h) 995 42 160 675 17 100 Future Volume(veh/h) 995 42 160 675 17 100 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 1082 46 174 734 18 109 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 1128 959 302 1435 196 175 Arrive On Green 0.61 0.61 0.11 0.77 0.11 0.11 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 1082 46 174 734 18 109 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 46.0 1.0 2.4 12.5 0.8 5.5 Cycle Q Clear(g_c),s 46.0 1.0 2.4 12.5 0.8 5.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1128 959 302 1435 196 175 V/C Ratio(X) 0.96 0.05 0.58 0.51 0.09 0.62 Avail Cap(c_a),veh/h 1130 961 305 1441 317 283 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 15.6 6.7 19.5 3.6 33.6 35.7 Incr Delay(d2),s/veh 17.8 0.0 2.6 0.3 0.2 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/In 28.7 0.4 2.7 6.4 0.4 2.6 LnGrp Delay(d),s/veh 33.4 6.8 22.1 4.0 33.8 39.3 LnGrp LOS C A C A C D Approach Vol,veh/h 1128 908 127 Approach Delay,s/veh 32.3 7.4 38.5 Approach LOS C A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.9 55.9 14.3 69.8 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+I1),s 4.4 48.0 7.5 14.5 Green Ext Time(p_c),s 0.1 0.9 0.1 21.4 HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C Synchro 9 Report AM Existing Condtions Page 1 ATTACHMENT J HCM 2010 TWSC 34: Ivy Road 11/10/2017 Intersection int Delay,s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + j'' 4, 4 Traffic Vol,veh/h 0 1080 16 19 976 7 1 0 4 7 1 5 Future Vol,veh/h 0 1080 16 19 976 7 1 0 4 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1200 18 21 1084 8 1 0 4 8 1 6 Major/Minor Majorl Maior2 Minorl Minor2 Conflicting Flow All 1084 0 0 1200 0 0 2330 2327 1200 2329 2327 1084 Stage 1 - - - - - - 1200 1200 - 1127 1127 - Stage 2 - - - - - - 1130 1127 - 1202 1200 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 643 - - 582 - - 26 37 226 26 37 264 Stage 1 - - - - - - 226 258 - 249 280 - Stage 2 - - - - - - 248 280 - 225 258 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 643 - - 582 - - 24 36 226 25 36 264 Mov Cap-2 Maneuver - - - - - - 24 36 - 25 36 - Stage 1 - - - - - 226 258 - 249 270 - Stage 2 - - - - - - 233 270 - 221 258 - Approach EB WB NB SB HCM Control Delay,s 0 0.2 50.9 139.1 HCM LOS • F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 84 643 - - 582 - - 40 HCM Lane V/C Ratio 0.066 - - - 0.036 - - 0.361 HCM Control Delay(s) 50.9 0 - - 11.4 - - 139.1 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 0.2 0 - - 0.1 - - 1.2 Synchro 9 Report AM Existing Condtions Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 f 4- 4\ t Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 r + r Traffic Volume(veh/h) 696 31 163 859 34 134 Future Volume(veh/h) 696 31 163 859 34 134 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 757 34 177 934 37 146 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 888 754 438 1291 264 236 Arrive On Green 0.48 0.48 0.14 0.69 0.15 0.15 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 757 34 177 934 37 146 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 22.7 0.7 2.5 19.5 1.1 5.5 Cycle Q Clear(g_c),s 22.7 0.7 2.5 19.5 1.1 5.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 888 754 438 1291 264 236 V/C Ratio(X) 0.85 0.05 0.40 0.72 0.14 0.62 Avail Cap(c_a),veh/h 913 776 447 1326 421 376 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 14.6 8.9 10.9 6.0 23.4 25.2 Incr Delay(d2),s/veh 7.7 0.0 0.6 1.9 0.2 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 13.5 0.3 1.6 10.6 0.6 2.6 LnGrp Delay(d),s/veh 22.3 8.9 11.5 7.9 23.6 27.9 LnGrp LOS C A B A C C Approach Vol,veh/h 791 1111 183 Approach Delay,s/veh 21.7 8.5 27.0 Approach LOS C A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.7 35.1 14.4 48.8 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 29.0 13.0 43.0 Max Q Clear Time(g_c+I1),s 4.5 24.7 7.5 21.5 Green Ext Time(p_c),s 0.1 3.5 0.2 12.3 HCM 2010 Ctrl Delay 15.1 HCM 2010 LOS B Synchro 9 Report PM Existing Conditions Page 1 ATTACHMENT J HCM 2010 TWSC 34: Golf Course/Colridge & Ivy Road 11/10/2017 Intersection Int Delay,s/veh 1.2 MOONS( EBL EBT EBR WBL WBT WBR NBL NBT NOR SBL SOT SBR Lane Configurations vi 1 r vi + 1 4 4 Traffic Vol,vehlh 0 961 5 27 1052 8 5 0 21 3 0 6 Future Vol,veh/h 0 961 5 27 1052 8 5 0 21 3 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1068 6 30 1169 9 6 0 23 3 0 7 Maio/Minor Majorl Maiar2 Minorl -Mmor2 Conflicting Flow All 1169 0 0 1068 0 0 2300 2297 1068 2308 2297 1169 Stage 1 - - - - - - 1068 1068 - 1229 1229 - Stage 2 - - - - - - 1232 1229 - 1079 1068 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 598 - - 653 - - 27 39 269 27 39 235 Stage 1 - - - - - - 268 298 - 218 250 - Stage 2 - - - - - - 217 250 - 264 298 - Platoon blocked,% - - Mov Cap-1 Maneuver 598 - - 653 - - 25 37 269 24 37 235 Mov Cap-2 Maneuver - - - - - - 25 37 - 24 37 - Stage 1 - - - - - - 268 298 - 218 239 - Stage 2 - - - - - - 201 239 - 241 298 - Approach EB WB NB SB HCM Control Delay,s 0 0.3 59.5 76.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 94 598 - - 653 - - 60 HCM Lane V/C Ratio 0.307 - - - 0.046 - - 0.167 HCM Control Delay(s) 59.5 0 - - 10.8 - - 76.6 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 1.2 0 - - 0.1 - - 0.6 PM Existing Conditions Synchro 9 Report Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 c 4- 4 p Movement. EBT EBR WB.. WBT NBL NBR Lane Configurations + r Traffic Volume(veh/h) 995 46 171 675 19 107 Future Volume(veh/h) 995 46 171 675 19 107 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 1082 50 186 734 21 116 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 1122 954 297 1428 204 182 Arrive On Green 0.60 0.60 0.11 0.77 0.12 0.12 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 1082 50 186 734 21 116 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 46.7 1.1 3.0 12.8 0.9 5.9 Cycle Q Clear(g_c),s 46.7 1.1 3.0 12.8 0.9 5.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1122 954 297 1428 204 182 V/C Ratio(X) 0.96 0.05 0.63 0.51 0.10 0.64 Avail Cap(c_a),veh/h 1123 954 299 1431 314 281 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 16.0 6.9 20.5 3.8 33.5 35.7 Incr Delay(d2),s/veh 18.9 0.0 4.0 0.3 0.2 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/In 29.6 0.5 4.4 6.6 0.4 2.8 LnGrp Delay(d),s/veh 34.8 6.9 24.6 4.1 33.7 39.4 LnGrp LOS C A C A C D Approach Vol,veh/h 1132 920 137 Approach Delay,s/veh 33.6 8.3 38.5 Approach LOS C A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.9 56.0 14.8 69.9 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+I1),s 5.0 48.7 7.9 14.8 Green Ext Time(p_c),s 0.1 0.3 0.2 21.4 HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Synchro 9 Report Page 1 AM Build 1a ATTACHMENT J HCM 2010 TWSC 34: Ivy Road 11/10/2017 Intersection Int Delay,s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' if ' + r 4 4' Traffic Vol,veh/h 0 1080 19 28 976 7 1 0 5 7 1 5 Future Vol,veh/h 0 1080 19 28 976 7 1 0 5 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1200 21 31 1084 8 1 0 6 8 1 6 Major/Minor Majorl Major2 Minor1 Minor2 Conflicting Flow All 1084 0 0 1200 0 0 2350 2347 1200 2350 2347 1084 Stage 1 - - - - - - 1200 1200 - 1147 1147 - Stage 2 - - - - - - 1150 1147 - 1203 1200 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 643 - - 582 - - 25 36 226 25 36 264 Stage 1 - - - - - - 226 258 - 242 274 - Stage 2 - - - - - - 241 274 - 225 258 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 643 - - 582 - - 23 34 226 23 34 264 Mov Cap-2 Maneuver - - - - - - 23 34 - 23 34 - Stage 1 - - - - - - 226 258 - 242 259 - Stage 2 - - - - - - 222 259 - 219 258 - Approach EB WB NB SB HCM Control Delay,s 0 0.3 47.7 154.6 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 91 643 - - 582 - - 37 HCM Lane V/C Ratio 0.073 - - - 0.053 - - 0.39 HCM Control Delay(s) 47.7 0 - - 11.5 - - 154.6 HCM Lane LOS EA - - B - - F HCM 95th%tile Q(veh) 0.2 0 - - 0.2 - - 1.3 Synchro 9 Report AM Build la Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 c I- 4\ P Movement EBT EBR WBL WBT NBL _ NBR Lane Configurations 1 r 1' " r Traffic Volume(veh/h) 696 34 172 859 36 143 Future Volume(vehlh) 696 34 172 859 36 143 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 757 37 187 934 39 155 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 882 750 433 1283 274 244 Arrive On Green 0.47 0.47 0.14 0.69 0.15 0.15 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 757 37 187 934 39 155 Grp Sat Flow(s),veh/h/ln 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 23.0 0.8 2.7 20.0 1.2 5.9 Cycle Q Clear(g_c),s 23.0 0.8 2.7 20.0 1.2 5.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 882 750 433 1283 274 244 V/C Ratio(X) 0.86 0.05 0.43 0.73 0.14 0.63 Avail Cap(c_a),veh/h 905 769 440 1314 417 372 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 14.9 9.1 11.2 6.2 23.3 25.3 Incr Delay(d2),s/veh 8.1 0.0 0.7 2.0 0.2 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 13.6 0.4 1.7 10.6 0.6 2.7 LnGrp Delay(d),s/veh 23.0 9.1 11.9 8.2 23.6 28.0 LnGrp LOS C A B A C C Approach Vol,veh/h 794 1121 194 Approach Delay,s/veh 22.4 8.8 27.1 Approach LOS C A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.7 35.2 14.9 49.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 29.0 13.0 43.0 Max Q Clear Time(g_c+11),s 4.7 25.0 7.9 22.0 Green Ext Time(p_c),s 0.1 3.2 0.3 12.2 HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS B Synchro 9 Report Page 1 PM Build la ATTACHMENT J HCM 2010 TWSC 34: Golf Course/Colridge & Ivy Road 11/10/2017 Intersection int Delay,s/veh 1.6 Movement ESL EBT EBR WBL WBT WBR NBL NOT NBR SEC SBT SBR Lane Configurations Apr vi + r Traffic Vol,vehlh 0 961 7 34 1052 8 6 0 28 3 0 6 Future Vol,veh/h 0 961 7 34 1052 8 6 0 28 3 0 6 Conflicting Peds,#Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1068 8 38 1169 9 7 0 31 3 0 7 Maior Mmor Malorl Malor2 MInQr1 Minor2 Conflicting Flow All 1169 0 0 1068 0 0 2316 2312 1068 2327 2312 1169 Stage 1 - - - - - - 1068 1068 - 1244 1244 - Stage 2 - - - - - - 1248 1244 - 1083 1068 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 598 - - 653 - - 26 38 269 26 38 235 Stage 1 - - - - - - 268 298 - 213 246 - Stage 2 - - - - - - 212 246 - 263 298 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 598 - - 653 - - 24 36 269 22 36 235 Mov Cap-2 Maneuver - - - - - - 24 36 - 22 36 - Stage 1 - - - - - - 268 298 - 213 232 - Stage 2 - - - - - - 194 232 - 233 298 - Approach Eft WB NB SB HCM Control Delay,s 0 0.3 65 82.8 HCM LOS F F Mirror Lance Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBi.n1 Capacity(veh/h) 96 598 - - 653 - - 56 HCM Lane V/C Ratio 0.394 - - - 0.058 - - 0.179 HCM Control Delay(s) 65 0 - - 10.9 - - 82.8 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 1.6 0 - - 0.2 - - 0.6 Synchro 9 Report PM Build la Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 --► "'p i 4-- 4\ p Movement EBT EBR WOO. WBT NBL NBR Lane Configurations + r 4' "1 r Traffic Volume(veh/h) 995 42 160 675 17 100 Future Volume(veh/h) 995 42 160 675 17 100 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 1082 46 174 734 18 109 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 1128 959 302 1435 196 175 Arrive On Green 0.61 0.61 0.11 0.77 0.11 0.11 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 1082 46 174 734 18 109 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 46.0 1.0 2.4 12.5 0.8 5.5 Cycle Q Clear(g_c),s 46.0 1.0 2.4 12.5 0.8 5.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1128 959 302 1435 196 175 V/C Ratio(X) 0.96 0.05 0.58 0.51 0.09 0.62 Avail Cap(c_a),veh/h 1130 961 305 1441 317 283 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 15.6 6.7 19.5 3.6 33.6 35.7 Incr Delay(d2),s/veh 17.8 0.0 2.6 0.3 0.2 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 28.7 0.4 2.7 6.4 0.4 2.6 LnGrp Delay(d),s/veh 33.4 6.8 22.1 4.0 33.8 39.3 LnGrp LOS C A C A CD Approach Vol,veh/h 1128 908 127 Approach Delay,s/veh 32.3 7.4 38.5 Approach LOS C A D rimer . : 2 . 3 ._ .: s. 7 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.9 55.9 14.3 69.8 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+11),s 4.4 48.0 7.5 14.5 Green Ext Time(p_c),s 0.1 0.9 0.1 21.4 HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C Synchro 9 Report AM Build 1 b Page 1 ATTACHMENT J HCM 2010 TWSC 34: Ivy Road 11/10/2017 Interectigrt Int Delay,s/veh 1.7 Moment EBL EBT EBR VIOL War WBR NBL NOT .NBR SBL SOT. SBR Lane Configurations 11 sr $ ' 4, 4. Traffic Vol,veh/h 0 1080 23 39 976 7 3 0 12 7 1 5 Future Vol,veh/h 0 1080 23 39 976 7 3 0 12 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1200 26 43 1084 8 3 0 13 8 1 6 MaioriMinor Matorl Mopr2 Minor1 Minttr2 Conflicting Flow All 1084 0 0 1200 0 0 2374 2371 1200 2378 2371 1084 Stage 1 - - - - - - 1200 1200 - 1171 1171 - Stage 2 - - - - - - 1174 1171 - 1207 1200 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 643 - - 582 - - 24 35 226 24 35 264 Stage 1 - - - - - - 226 258 - 235 267 - Stage 2 - - - - - - 234 267 - 224 258 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 643 - - 582 - - 22 32 226 21 32 264 Mov Cap-2 Maneuver - - - - - - 22 32 - 21 32 - Stage 1 - - - - - - 226 258 - 235 247 - Stage 2 - - - - - - 211 247 - 211 258 - Approach E8 WB NB HCM Control Delay,s 0 0.4 62.4 173.8 HCM LOS F F Minor LanelMaioribmt . NBl n1 EBI. EBT ERR WBL WBT V R SBIA1 Capacity(veh/h) 79 643 - - 582 - - 34 HCM Lane V/C Ratio 0.211 - - - 0.074 - - 0.425 HCM Control Delay(s) 62.4 0 - - 11.7 - - 173.8 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 0.7 0 - - 0.2 - - 1.4 Synchro 9 Report AM Build lb Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 c ~ 4\ P Movement EBT EBR WBt. WBT NBI. NBR Lane Configurations + r ' + " r Traffic Volume(veh/h) 696 29 163 859 34 134 Future Volume(veh/h) 696 29 163 859 34 134 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 757 32 177 934 37 146 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 888 754 438 1291 264 236 Arrive On Green 0.48 0.48 0.14 0.69 0.15 0.15 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 757 32 177 934 37 146 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 22.7 0.7 2.5 19.5 1.1 5.5 Cycle Q Clear(g_c),s 22.7 0.7 2.5 19.5 1.1 5.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 888 754 438 1291 264 236 V/C Ratio(X) 0.85 0.04 0.40 0.72 0.14 0.62 Avail Cap(c_a),veh/h 913 776 447 1326 421 376 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 14.6 8.8 10.9 6.0 23.4 25.2 Incr Delay(d2),s/veh 7.7 0.0 0.6 1.9 0.2 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 13.5 0.3 1.6 10.6 0.6 2.6 LnGrp Delay(d),s/veh 22.3 8.9 11.5 7.9 23.6 27.9 LnGrp LOS C A B A C C Approach Vol,veh/h 789 1111 183 Approach Delay,s/veh 21.7 8.5 27.0 Approach LOS C A C Titer , 1 2 3 i Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.7 35.1 14.4 48.8 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 29.0 13.0 43.0 Max Q Clear Time(g_c+11),s 4.5 24.7 7.5 21.5 Green Ext Time(p_c),s 0.1 3.5 0.2 12.3 HCM 2010 Ctrl Delay 15.1 HCM 2010 LOS B Synchro 9 Report PM Build lb Page 1 ATTACHMENT J HCM 2010 TWSC 34: Golf Course/Colridge & Ivy Road 11/10/2017 Intersection Int Delay,s/veh 2.1 Movement EBL EUT EBE WBL WBT WBR NBL NBT NBR SBL $B f SBR Lane Configurations vi + r ) + r Traffic Vol,veh/h 0 961 10 43 1052 8 8 0 30 3 0 6 Future Vol,veh/h 0 961 10 43 1052 8 8 0 30 3 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1068 11 48 1169 9 9 0 33 3 0 7 —AWL ;.Mrs ,v Y v Conflicting Flow All 1169 0 0 1068 0 0 2336 2332 1068 2348 2332 1169 Stage 1 - - - - - - 1068 1068 - 1264 1264 - Stage 2 - - - - - - 1268 1264 - 1084 1068 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 598 - - 653 - - 26 37 269 25 37 235 Stage 1 - - - - - - 268 298 - 208 241 - Stage 2 - - - - - - 207 241 - 263 298 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 598 - - 653 - - 24 34 269 21 34 235 Mov Cap-2 Maneuver - - - - - - 24 34 - 21 34 - Stage 1 - - - - - - 268 298 - 208 223 - Stage 2 - - - - - - 186 223 - 230 298 - HCM Control Delay,s 0 0.4 83.4 88.1 HCM LOS F F Capacity(veh/h) 85 598 - - 653 - - 53 HCM Lane V/C Ratio 0.497 - - - 0.073 - - 0.189 HCM Control Delay(s) 83.4 0 - - 10.9 - - 88.1 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 2.1 0 - - 0.2 - - 0.6 Synchro 9 Report PM Build lb Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 --► "� ~ 4 • Movement EBT EBB WBL WBT N . NBR Lane Configurations + r Ii + r Traffic Volume(veh/h) 933 60 119 674 20 72 Future Volume(veh/h) 933 60 119 674 20 72 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 1014 65 129 733 22 78 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 1127 958 348 1441 182 162 Arrive On Green 0.61 0.61 0.11 0.77 0.10 0.10 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 1014 65 129 733 22 78 Grp Sat Flow(s),veh/h/ln 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 38.1 1.4 1.7 11.8 0.9 3.8 Cycle Q Clear(g_c),s 38.1 1.4 1.7 11.8 0.9 3.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1127 958 348 1441 182 162 V/C Ratio(X) 0.90 0.07 0.37 0.51 0.12 0.48 Avail Cap(c_a),veh/h 1177 1001 356 1501 330 294 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 13.8 6.6 16.1 3.4 32.9 34.2 Incr Delay(d2),s/veh 9.3 0.0 0.7 0.3 0.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 22.1 0.6 1.9 6.0 0.5 1.7 LnGrp Delay(d),s/veh 23.1 6.6 16.8 3.7 33.2 36.4 LnGrp LOS C A B A C D Approach Vol,veh/h 1079 862 100 Approach Delay,s/veh 22.1 5.6 35.7 Approach LOS C A D Timer a;1 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 13.6 53.8 13.3 67.4 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+11),s 3.7 40.1 5.8 13.8 Green Ext Time(p_c),s 0.1 6.7 0.1 19.8 HCM 2010 Ctrl Delay 15.8 HCM 2010 LOS B Synchro 9 Report Page 1 AM Build 2a ATTACHMENT J HCM 2010 TWSC 34: Ivy Road 11/10/2017 Intersection int Delay,s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBA. SBT SBR Lane Configurations /I • f ' + r Traffic Vol,veh/h 0 1058 2 80 935 7 0 0 34 7 1 5 Future Vol,veh/h 0 1058 2 80 935 7 0 0 34 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1176 2 89 1039 8 0 0 38 8 1 6 Major/ inor Maioxl - . Malor2 MrtOI1 Minor2 . Conflicting Flow All 1039 0 0 1176 0 0 2396 2393 1176 2411 2393 1039 Stage 1 - - - - - - 1176 1176 - 1217 1217 - Stage 2 - - - - - - 1220 1217 - 1194 1176 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 669 - - 594 - - 23 34 233 23 34 280 Stage 1 - - - - - - 233 265 - 221 253 - Stage 2 - - - - - - 220 253 - 228 265 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 669 - - 594 - - 19 29 233 17 29 280 Mov Cap-2 Maneuver - - - - - - 19 29 - 17 29 - Stage 1 - - - - - - 233 265 - 221 215 - Stage 2 - - - - - - 182 215 - 191 265 - Approach EB WB NB SB ._ - _ HCM Control Delay,s 0 0.9 23.4 228.9 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 233 669 - - 594 - - 28 HCM Lane V/C Ratio 0.162 - - - 0.15 - - 0.516 HCM Control Delay(s) 23.4 0 - - 12.1 - - 228.9 HCM Lane LOS CA - - B - - F HCM 95th%tile Q(veh) 0.6 0 - - 0.5 - - 1.6 Synchro 9 Report AM Build 2a Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 --► c 4- Movement EST EBR INK Wig N t, NBR Lane Configurations • r "i + ' r Traffic Volume(veh/h) 663 37 100 856 40 85 Future Volume(veh/h) 663 37 100 856 40 85 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 721 40 109 930 43 92 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 900 765 461 1298 244 217 Arrive On Green 0.48 0.48 0.13 0.70 0.14 0.14 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 721 40 109 930 43 92 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 19.7 0.8 1.4 18.2 1.3 3.2 Cycle Q Clear(g_c),s 19.7 0.8 1.4 18.2 1.3 3.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 900 765 461 1298 244 217 V/C Ratio(X) 0.80 0.05 0.24 0.72 0.18 0.42 Avail Cap(c_a),veh/h 959 815 495 1392 442 394 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 13.1 8.3 8.6 5.5 23.0 23.8 Incr Delay(d2),s/veh 4.7 0.0 0.3 1.7 0.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 11.2 0.4 0.8 9.6 0.7 1.5 LnGrp Delay(d),s/veh 17.8 8.3 8.9 7.2 23.3 25.1 LnGrp LOS B A A A C C Approach Vol,vehlh 761 1039 135 Approach Delay,s/veh 17.3 7.4 24.5 Approach LOS B A C Timmer .7 2. 3: . . 4.. Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 12.9 34.1 13.3 47.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 29.0 13.0 43.0 Max Q Clear Time(g_c+11),s 3.4 21.7 5.2 20.2 Green Ext Time(p_c),s 0.1 5.4 0.2 12.4 HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B Synchro 9 Report Page 1 PM Build 2a ATTACHMENT J HCM 2010 TWSC 34: Golf Course/Colridge & Ivy Road 11/10/2017 kttarsadian Int Delay,s/veh 4.5 fikiveffigt _ EBL EBT EBR WK. WBT WBR NBL NBT NBR SBL $BT SBR Lane Configurations + r 4 4 Traffic Vol,veh/h 0 920 0 102 993 8 8 0 78 3 0 6 Future Vol,veh/h 0 920 0 102 993 8 8 0 78 3 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1022 0 113 1103 9 9 0 87 3 0 7 Major&4 nor MOW Minpr2 Conflicting Flow All 1103 0 0 1022 0 0 2355 2352 1022 2396 2352 1103 Stage 1 - - - - - - 1022 1022 - 1330 1330 - Stage 2 - - - - - - 1333 1330 - 1066 1022 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 633 - - 679 - - 25 36 287 23 36 257 Stage 1 - - - - - - 285 313 - 191 224 - Stage 2 - - - - - - 190 224 - 269 313 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 633 - - 679 - - 21 30 287 14 30 257 Mov Cap-2 Maneuver - - - - - - 21 30 - 14 30 - Stage 1 - - - - - - 285 313 - 191 187 - Stage 2 - - - - - - 154 187 - 188 313 - Wit .,-a ..,I y _ ,f-'. • HCM Control Delay,s 0 1.1 83 130.7 HCM LOS F F Minor lanelMaior Mvrm NBU 1 (=8I EBT E:9" WBL WBT 1 R SOW Capacity(veh/h) 132 633 - - 679 - - 38 HCM Lane V/C Ratio 0.724 - - - 0.167 - - 0.263 HCM Control Delay(s) 83 0 - - 11.4 - - 130.7 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 4.1 0 - - 0.6 - - 0.9 Synchro 9 Report PM Build 2a Page 2 ATTACHMENT J HCM 2010 TWSC 5: Ednam Drive & Ivy Road 11/10/2017 Intersection Int Delay,s/veh 1 Movenent EBT,,EBR WW-. WBT NBL NBR Lane Configurations I, r I r Traffic Vol,veh/h 1018 27 45 683 11 21 Future Vol,veh/h 1018 27 45 683 11 21 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 360 200 - 0 0 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 1107 29 49 742 12 23 Maiorl,Minor Ma1Qlf1 Ma or2 Mu�or1 Conflicting Flow All 0 0 1107 0 1947 1107 Stage 1 - - - - 1107 - Stage 2 - - - - 840 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 631 - 71 256 Stage 1 - - - - 316 - Stage 2 - - - - 424 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 631 - 65 256 Mov Cap-2 Maneuver - - - - 65 - Stage 1 - - - - 316 - Stage 2 - - - - 391 - EB WB NB • HCM Control Delay,s 0 0.7 38.3 HCM LOS E Capacity(veh/h) 65 256 - - 631 - HCM Lane V/C Ratio 0.184 0.089 - - 0.078 - HCM Control Delay(s) 72.5 20.4 - - 11.2 - HCM Lane LOS F C - - B - HCM 95th%tile Q(veh) 0.6 0.3 - - 0.3 - Synchro 9 Report AM Build 2b Page 1 ATTACHMENT J HCM 2010 Signalized Intersection Summary 34: Ivy Road 11/10/2017 -' -r• --`1, Tr4- t411\ t , \* 1 4/ mama EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li + r ) 1 r 4 4. Traffic Volume(veh/h) 0 1007 35 154 861 7 9 0 85 7 1 5 Future Volume(veh/h) 0 1007 35 154 861 7 9 0 85 7 1 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flow Rate,veh/h 0 1119 39 171 957 8 10 0 94 8 1 6 Adj No.of Lanes 1 1 1 1 1 1 0 1 0 0 1 0 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,veh/h 76 1191 1013 291 1466 1246 52 6 153 133 28 69 Arrive On Green 0.00 0.64 0.64 0.09 0.79 0.79 0.11 0.00 0.11 0.11 0.11 0.11 Sat Flow,veh/h 580 1863 1583 1774 1863 1583 97 55 1427 698 264 641 Grp Volume(v),veh/h 0 1119 39 171 957 8 104 0 0 15 0 0 Grp Sat Flow(s),veh/h/ln 580 1863 1583 1774 1863 1583 1579 0 0 1602 0 0 Q Serve(g_s),s 0.0 51.2 0.9 2.5 21.3 0.1 2.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 51.2 0.9 2.5 21.3 0.1 5.9 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.90 0.53 0.40 Lane Grp Cap(c),veh/h 76 1191 1013 291 1466 1246 211 0 0 230 0 0 V/C Ratio(X) 0.00 0.94 0.04 0.59 0.65 0.01 0.49 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a),veh/h 80 1203 1022 292 1479 1257 292 0 0 304 0 0 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) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 15.4 6.3 22.5 4.4 2.2 40.3 0.0 0.0 38.0 0.0 0.0 Incr Delay(d2),s/veh 0.0 13.8 0.0 3.0 1.0 0.0 1.8 0.0 0.0 0.1 0.0 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(50%),veh/In 0.0 30.4 0.4 3.2 11.1 0.0 2.7 0.0 0.0 0.4 0.0 0.0 LnGrp Delay(d),s/veh 0.0 29.2 6.3 25.5 5.4 2.2 42.0 0.0 0.0 38.1 0.0 0.0 LnGrp LOS C A C A A D D Approach Vol,veh/h 1158 1136 . 104 15 Approach Delay,s/veh 28.4 8.4 42.0 38.1 Approach LOS C A D D T, ; Assigned Phs 2 3 4 6 8 Phs Duration(G+Y+Rc),s 15.1 13.9 65.4 15.1 79.3 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 13.0 7.0 59.0 13.0 73.0 Max Q Clear Time(g_c+I1),s 7.9 4.5 53.2 2.7 23.3 Green Ext Time(p_c),s 0.2 0.1 5.2 0.4 30.1 Intersection HCM 2010 Ctrl Delay 19.7 HCM 2010 LOS B Synchro 9 Report AM Build 2b Page 2 ATTACHMENT J HCM 2010 TWSC 5: Ednam Drive & Ivy Road 11/10/2017 Int Delay,s/veh 1.2 MOVtinent EBT EBR..WBL WBT #Bl NOR Lane Configurations + r + r Traffic Vol,vehTh 698 22 25 872 24 16 Future Vol,veh/h 698 22 25 872 24 16 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 360 200 - 0 0 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 759 24 27 948 26 17 MajorJ1Mntor Majorl Ma1Or2 Minor1 Conflicting Flow All 0 0 759 0 1761 759 Stage 1 - - - - 759 - Stage 2 - - - - 1002 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 852 - 93 406 Stage 1 - - - - 462 - Stage 2 - - - - 355 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 852 - 90 406 Mov Cap-2 Maneuver - - - - 90 - Stage 1 - - - - 462 - Stage 2 - - - - 344 - ! a HCM Control Delay,s 0 0.3 42.1 HCM LOS E iLL Capacity(veh/h) 90 406 - - 852 - HCM Lane V/C Ratio 0.29 0.043 - - 0.032 - HCM Control Delay(s) 60.6 14.3 - - 9.4 - HCM Lane LOS F B - - A - HCM 95th%tile Q(veh) 1.1 0.1 - - 0.1 - Synchro 9 Report PM Build 2b Page 1 ATTACHMENT J HCM 2010 Signalized Intersection Summary 34: Golf Course/Colridge & Ivy Road 11/10/2017 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT $BR Lane Configurations 1 + r ' + r 4. 4. Traffic Volume(veh/h) 0 851 15 177 918 8 16 0 147 3 0 6 Future Volume(veh/h) 0 851 15 177 918 8 16 0 147 3 0 6 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flow Rate,veh/h 0 946 17 197 1020 9 18 0 163 3 0 7 Adj No.of Lanes 1 1 1 1 1 1 0 1 0 0 1 0 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,veh/h 82 1061 902 337 1358 1155 61 9 222 104 24 174 Arrive On Green 0.00 0.57 0.57 0.10 0.73 0.73 0.16 0.00 0.16 0.16 0.00 0.16 Sat Flow,veh/h 546 1863 1583 1774 1863 1583 99 58 1422 323 155 1116 Grp Volume(v),veh/h 0 946 17 197 1020 9 181 0 0 10 0 0 Grp Sat Flow(s),veh/h/In 546 1863 1583 1774 1863 1583 1579 0 0 1594 0 0 Q Serve(g_s),s 0.0 38.8 0.4 3.3 28.6 0.1 4.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 38.8 0.4 3.3 28.6 0.1 9.5 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.90 0.30 0.70 Lane Grp Cap(c),veh/h 82 1061 902 337 1358 1155 292 0 0 303 0 0 V/C Ratio(X) 0.00 0.89 0.02 0.58 0.75 0.01 0.62 0.00 0.00 0.03 0.00 0.00 Avail Cap(c_a),veh/h 90 1088 925 338 1387 1179 316 0 0 325 0 0 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) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 16.4 8.2 17.9 7.1 3.2 35.1 0.0 0.0 31.3 0.0 0.0 Incr Delay(d2),s/veh 0.0 9.3 0.0 2.6 2.3 0.0 3.2 0.0 0.0 0.0 0.0 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(50%),veh/ln 0.0 22.5 0.2 3.0 15.3 0.1 4.4 0.0 0.0 0.2 0.0 0.0 LnGrp Delay(d),s/veh 0.0 25.7 8.2 20.4 9.4 3.2 38.3 0.0 0.0 31.3 0.0 0.0 LnGrp LOS C A C A A D C Approach Vol,veh/h 963 1226 181 10 Approach Delay,s/veh 25.4 11.1 38.3 31.3 Approach LOS C B D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 8 Phs Duration(G+Y+Rc),s 18.6 13.9 54.7 18.6 68.7 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 13.0 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+11),s 11.5 5.3 40.8 2.4 30.6 Green Ext Time(p_c),s 0.2 0.1 7.0 0.8 20.9 HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B Synchro 9 Report PM Build 2b Page 2 ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 c ~ 4\ t Lane Configurations r ' it, r Traffic Volume(veh/h) 982 39 59 681 13 28 Future Volume(veh/h) 982 39 59 681 13 28 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 Adj Flow Rate,vehlh 1067 42 64 740 14 30 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 1178 1001 329 1472 144 128 Arrive On Green 0.63 0.63 0.09 0.79 0.08 0.08 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 1067 42 64 740 14 30 Grp Sat Flow(s),veh/h/In 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 38.2 0.8 0.7 10.7 0.6 1.4 Cycle Q Clear(g_c),s 38.2 0.8 0.7 10.7 0.6 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1178 1001 329 1472 144 128 V/C Ratio(X) 0.91 0.04 0.19 0.50 0.10 0.23 Avail Cap(c_a),veh/h 1225 1041 369 1561 343 306 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 12.3 5.4 14.4 2.8 33.0 33.4 Incr Delay(d2),s/veh 9.6 0.0 0.3 0.3 0.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 22.4 0.3 0.8 5.5 0.3 0.6 LnGrp Delay(d),s/veh 21.9 5.4 14.7 3.1 33.3 34.3 LnGrp LOS C A B A C C Approach Vol,veh/h 1109 804 44 Approach Delay,s/veh 21.2 4.0 34.0 Approach LOS C A C Tenet' 1 , - ' Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 12.2 54.1 11.3 66.3 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+11),s 2.7 40.2 3.4 12.7 Green Ext Time(p_c),s 0.0 6.8 0.0 21.4 HCM 2010 Ctrl Delay 14.5 HCM 2010 LOS B Synchro 9 Report AM Build 2c Page 1 ATTACHMENT J HCM 2010 Signalized Intersection Summary 34: Ivy Road 11/10/2017 � (- 4\ tp \* 14/ WINO EBL EB7 EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi s r ' 1 ' a'+ 4' Traffic Volume(veh/h) 0 1014 23 140 875 7 7 0 78 7 1 5 Future Volume(veh/h) 0 1014 23 140 875 7 7 0 78 7 1 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flow Rate,veh/h 0 1127 26 156 972 8 8 0 87 8 1 6 Adj No.of Lanes 1 1 1 1 1 1 0 1 0 0 1 0 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,veh/h 77 1199 1019 292 1474 1253 50 5 148 131 28 67 Arrive On Green 0.00 0.64 0.64 0.09 0.79 0.79 0.10 0.00 0.10 0.10 0.10 0.10 Sat Flow,veh/h 572 1863 1583 1774 1863 1583 84 49 1447 706 274 653 Grp Volume(v),veh/h 0 1127 26 156 972 8 95 0 0 15 0 0 Grp Sat Flow(s),veh/h/In 572 1863 1583 1774 1863 1583 1580 0 0 1634 0 0 Q Serve(g_s),s 0.0 51.2 0.6 2.2 21.4 0.1 1.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 51.2 0.6 2.2 21.4 0.1 5.4 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.08 0.92 0.53 0.40 Lane Grp Cap(c),veh/h 77 1199 1019 292 1474 1253 203 0 0 225 0 0 V/C Ratio(X) 0.00 0.94 0.03 0.53 0.66 0.01 0.47 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a),veh/h 80 1210 1029 294 1488 1265 293 0 0 308 0 0 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) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 15.1 6.1 22.3 4.3 2.1 40.3 0.0 0.0 38.2 0.0 0.0 Incr Delay(d2),s/veh 0.0 13.9 0.0 1.8 1.1 0.0 1.7 0.0 0.0 0.1 0.0 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(50%),veh/Ir0.0 30.6 0.2 2.8 11.0 0.0 2.4 0.0 0.0 0.4 0.0 0.0 LnGrp Delay(d),s/veh 0.0 28.9 6.1 24.2 5.3 2.1 41.9 0.0 0.0 38.3 0.0 0.0 LnGrp LOS C AC A AD D Approach Vol,veh/h 1153 1136 95 15 Approach Delay,s/veh 28.4 7.9 41.9 38.3 Approach LOS C A D D Timer .1 2 3 4 5 6 7 8 111111111111111111111111 Assigned Phs 2 3 4 6 8 Phs Duration(G+Y+Rc),s 14.6 13.9 65.4 14.6 79.3 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 13.0 7.0 59.0 13.0 73.0 Max Q Clear Time(g_c+I1),s 7.4 4.2 53.2 2.7 23.4 Green Ext Time(p_c),s 0.2 0.1 5.2 0.4 30.6 HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B Synchro 9 Report Page 2 AM Build 2c ATTACHMENT J HCM 2010 Signalized Intersection Summary 5: Ednam Drive & Ivy Road 11/10/2017 Nty c ~ 4\ p EDT EBR WBL WBT 14BL NBR AIM Lane Configurations • r ' + 'i r Traffic Volume(veh/h) 683 27 35 866 30 28 Future Volume(veh/h) 683 27 35 866 30 28 Number 2 12 1 6 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 742 29 38 941 33 30 Adj No.of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 964 819 434 1307 205 183 Arrive On Green 0.52 0.52 0.09 0.70 0.12 0.12 Sat Flow,veh/h 1863 1583 1774 1863 1774 1583 Grp Volume(v),veh/h 742 29 38 941 33 30 Grp Sat Flow(s),veh/hlln 1863 1583 1774 1863 1774 1583 Q Serve(g_s),s 17.5 0.5 0.4 16.7 0.9 0.9 Cycle Q Clear(g_c),s 17.5 0.5 0.4 16.7 0.9 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 964 819 434 1307 205 183 V/C Ratio(X) 0.77 0.04 0.09 0.72 0.16 0.16 Avail Cap(c_a),veh/h 1056 898 561 1533 487 434 HCM Platoon Ratio 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 Uniform Delay(d),s/veh 10.6 6.5 7.2 4.9 21.8 21.8 Incr Delay(d2),s/veh 3.2 0.0 0.1 1.4 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 9.7 0.2 0.2 8.9 0.5 0.4 LnGrp Delay(d),s/veh 13.8 6.5 7.2 6.3 22.2 22.2 LnGrp LOS B A A A C C Approach Vol,veh/h 771 979 63 Approach Delay,s/veh 13.5 6.3 22.2 Approach LOS B A C Teter Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 10.1 33.3 11.3 43.4 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 7.0 29.0 13.0 43.0 Max Q Clear Time(g_c+11),s 2.4 19.5 2.9 18.7 Green Ext Time(p_c),s 0.0 6.8 0.1 13.2 HCM 2010 Ctrl Delay 9.9 HCM 2010 LOS A Synchro 9 Report Page 1 PM Build 2c ATTACHMENT J HCM 2010 Signalized Intersection Summary 34: Golf Course/Colridge & Ivy Road 11/10/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + e l ? e a'+ Traffic Volume(veh/h) 0 863 10 167 928 8 10 0 135 3 0 6 Future Volume(veh/h) 0 863 10 167 928 8 10 0 135 3 0 6 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow,veh/h/In 1863 1863 1863 1863 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flow Rate,veh/h 0 959 11 186 1031 9 11 0 150 3 0 7 Adj No.of Lanes 1 1 1 1 1 1 0 1 0 0 1 0 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,veh/h 84 1075 914 341 1376 1170 54 7 214 101 24 166 Arrive On Green 0.00 0.58 0.58 0.10 0.74 0.74 0.15 0.00 0.15 0.15 0.00 0.15 Sat Flow,veh/h 540 1863 1583 1774 1863 1583 62 46 1474 324 165 1143 Grp Volume(v),veh/h 0 959 11 186 1031 9 161 0 0 10 0 0 Grp Sat Flow(s),veh/h/In 540 1863 1583 1774 1863 1583 1582 0 0 1633 0 0 Q Serve(g_s),s 0.0 38.7 0.3 3.0 27.9 0.1 3.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 0.0 38.7 0.3 3.0 27.9 0.1 8.3 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.07 0.93 0.30 0.70 Lane Grp Cap(c),veh/h 84 1075 914 341 1376 1170 275 0 0 292 0 0 V/C Ratio(X) 0.00 0.89 0.01 0.55 0.75 0.01 0.59 0.00 0.00 0.03 0.00 0.00 Avail Cap(c_a),veh/h 91 1102 937 343 1404 1194 320 0 0 333 0 0 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) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 0.0 15.9 7.8 17.6 6.6 3.0 35.0 0.0 0.0 31.7 0.0 0.0 Incr Delay(d2),s/veh 0.0 9.2 0.0 1.8 2.2 0.0 2.0 0.0 0.0 0.0 0.0 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 BackO1Q(50%),veh/IrU.0 22.5 0.1 2.8 14.9 0.1 3.8 0.0 0.0 0.2 0.0 0.0 LnGrp Delay(d),s/veh 0.0 25.1 7.8 19.3 8.8 3.0 37.1 0.0 0.0 31.7 0.0 0.0 LnGrp LOS C A B A A D C Approach Vol,veh/h 970 1226 161 10 Approach Delay,s/veh 24.9 10.4 37.1 31.7 Approach LOS C B D C Tamer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 8 Phs Duration(G+Y+Rc),s 17.5 13.9 54.8 17.5 68.7 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 13.0 7.0 49.0 13.0 63.0 Max Q Clear Time(g_c+I1),s 10.3 5.0 40.7 2.4 29.9 Green Ext Time(p_c),s 0.2 0.1 7.1 0.7 21.5 HCM 2010 Ctrl Delay 18.2 HCM 2010 LOS B Synchro 9 Report Page 2 PM Build 2c ATTACHMENT J Synchro Output Files for Coordinated Intersections ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 - %It 4-- 4\ P Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 4 r 4 r Traffic Volume(vph) 998 42 160 675 17 97 Future Volume(vph) 998 42 160 675 17 97 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd.Flow(prot) 1801 1531 1711 1801 1711 1531 FIt Permitted 0.108 0.950 Satd. Flow(perm) 1801 1531 194 1801 1711 1531 Right Turn on Red Yes Yes Satd. Flow(RTOR) 46 105 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1085 46 174 734 18 105 Shared Lane Traffic(%) Lane Group Flow(vph) 1085 46 174 734 18 105 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 Nt c ~ p WM Group .EBT EBR VititWBTROLNBR Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 66.0 66.0 14.0 80.0 20.0 20.0 Total Split(%) 66.0% 66.0% 14.0% 80.0% 20.0% 20.0% Maximum Green(s) 59.0 59.0 7.0 73.0 13.0 13.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None Act Effct Green(s) 68.9 68.9 82.9 83.9 9.9 9.9 Actuated g/C Ratio 0.69 0.69 0.83 0.84 0.10 0.10 v/c Ratio 0.87 0.04 0.59 0.49 0.11 0.43 Control Delay 17.5 2.2 14.9 2.7 41.7 14.0 Queue Delay 1.6 0.0 0.0 0.1 0.0 0.0 Total Delay 19.1 2.2 14.9 2.9 41.7 14.0 LOS B A B A D B Approach Delay 18.4 5.2 18.0 Approach LOS B A B Queue Length 50th(ft) 329 2 23 70 11 0 Queue Length 95th(ft) #929 m4 m43 m112 31 48 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1241 1069 297 1511 256 318 Starvation Cap Reductn 0 0 0 150 0 0 Spillback Cap Reductn 58 0 0 0 0 3 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.04 0.59 0.54 0.07 0.33 1tt66rsoctI0n Stem 11111111111111111111111111111111111 Area Type: Other Cycle Length:100 Actuated Cycle Length:100 Offset: 11 (11%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.87 Intersection Signal Delay:12.8 Intersection LOS:B Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 Splits and Phases: 5:Ednam Drive&Ivy Road !- D2 • co 1 4\44 F 06 • Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Lane Group ER EBT EBR WBL WBT WBR NBL NBT NBR NIL SBT SBA Lane Configurations ¶ + r 'if r 4 4 Traffic Volume(vph) 0 1080 16 19 976 7 1 0 4 7 1 5 Future Volume(vph) 0 1080 16 19 976 7 1 0 4 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.892 0.946 Flt Protected 0.950 0.990 0.974 Satd.Flow(prot) 1801 1801 1531 1711 1801 1531 0 1590 0 0 1659 0 Flt Permitted 0.950 0.990 0.974 Satd.Flow(perm) 1801 1801 1531 1711 1801 1531 0 1590 0 0 1659 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1200 18 21 1084 8 1 0 4 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1200 18 21 1084 8 0 5 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop ltttwl ► Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J HCM 2010 TWSC 34: Golf Course Drive & Ivy Road 11/17/2017 Intersection Int Delay,s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations / + r • r 4► Traffic Vol,veh/h 0 1080 16 19 976 7 1 0 4 7 1 5 Future Vol,veh/h 0 1080 16 19 976 7 1 0 4 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1200 18 21 1084 8 1 0 4 8 1 6 NMlrxtr 2 . Conflicting Flow All 1084 0 0 1200 0 0 2330 2327 1200 2329 2327 1084 Stage 1 - - - - - - 1200 1200 - 1127 1127 - Stage 2 - - - - - - 1130 1127 - 1202 1200 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 643 - - 582 - - 26 37 226 26 37 264 Stage 1 - - - - - - 226 258 - 249 280 - Stage 2 - - - - - - 248 280 - 225 258 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 643 - - 582 - - 24 36 226 25 36 264 Mov Cap-2 Maneuver - - - - - - 24 36 - 25 36 - • Stage 1 - - - - - - 226 258 - 249 270 - Stage 2 - - - - - - 233 270 - 221 258 - •.L1 I:0. ...�Y":.r.71ei'�t�r.1 .x�j..cx.L. k'`V�'4't �f. ^.aF i�.+�4� .. • - • `. • HCM Control Delay,s 0 0.2 50.9 139.1 HCM LOS F F Capacity(veh/h) 84 643 - - 582 - - 40 HCM Lane V/C Ratio 0.066 - - - 0.036 - - 0.361 HCM Control Delay(s) 50.9 0 - - 11.4 - - 139.1 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 0.2 0 - - 0.1 - - 1.2 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 4.3 39.8 0.37 33.4 B Ednam Drive II 45 39.2 17.5 56.7 0.42 26.5 C Farmington Drive II 45 11.2 20.0 31.2 0.10 11.8 F Canterbury Road II 35 75.0 3.8 78.8 0.73 33.3 B US 29 SB Ramps II 35 15.4 4.3 19.7 0.12 22.5 C US 29 NB Ramps II 35 15.6 8.7 24.3 0.12 18.5 D Total II 191.9 58.6 250.5 1.87 26.8 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.1 20.4 0.11 18.7 D US 29 SB Ramps II 35 15.6 1.1 16.7 0.12 26.9 C Old Garth Road II 35 15.4 27.5 42.9 0.12 10.3 F II 35 75.0 16.7 91.7 0.73 28.6 B Ednam Drive II 45 11.2 2.7 13.9 0.10 26.6 C UVA Health Center II 45 39.2 5.9 45.1 0.42 33.3 B Broomley Road II 45 35.5 7.0 42.5 0.37 31.3 B Total II 205.2 68.0 273.2 1.97 26.0 C Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals r ` Total Delay(hr) 50 Stops (#) 5245 Average Speed(mph) 26 Total Travel Time(hr) 152 Distance Traveled(mi) 3996 Fuel Consumed(gal) 233 Fuel Economy(mpg) 17.2 Unserved Vehicles(#) 3 Vehicles in dilemma zone(#) 490 Performance Index 64.4 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Future Volume(vph) 1622 Control Delay/Veh(s/v) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 9 Total Delay(hr) 4 Stops/Veh 0.47 Stops (#) 762 Average Speed(mph) 21 Total Travel Time(hr) 9 Distance Traveled(mi) 191 Fuel Consumed(gal) 17 Fuel Economy(mpg) 11.0 CO Emissions(kg) 1.21 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 86 2: US 29 SB Ramps & Ivy Road • DI'etcoit 4- Future Volume(vph) 1496 Control Delay/Veh(s/v) 3 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 3 Total Delay(hr) 1 Stops/Veh 0.22 Stops (#) 334 Average Speed(mph) 28 Total Travel Time(hr) 7 Distance Traveled(mi) 184 Fuel Consumed(gal) 11 Fuel Economy(mpg) 17.4 CO Emissions(kg) 0.74 NOx Emissions(kg) 0.14 VOC Emissions(kg) 0.17 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 54 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Future Volume(vph) 2370 Control Delay/Veh(slv) 19 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 19 Total Delay(hr) 13 Stops/Veh 0.45 Stops (#) 1076 Average Speed(mph) 18 Total Travel Time(hr) 27 Distance Traveled(mi) 490 Fuel Consumed(gal) 36 Fuel Economy(mpg) 13.6 CO Emissions(kg) 2.52 NOx Emissions(kg) 0.49 VOC Emissions(kg) 0.58 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 86 4: Farmington Drive & Ivy Road Future Volume(vph) 2188 Control Delay l Veh(s/v) 24 Queue Delay/Veh(s/v) 1 Total Delay/Veh(slv) 24 Total Delay(hr) 15 Stops/Veh 0.48 Stops (#) 1046 Average Speed(mph) 18 Total Travel Time(hr) 28 Distance Traveled(mi) 500 Fuel Consumed(gal) 40 Fuel Economy(mpg) 12.5 CO Emissions(kg) 2.79 NOx Emissions(kg) 0.54 VOC Emissions(kg) 0.65 Unserved Vehicles(#) 3 Vehicles in dilemma zone(#) 91 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Direction • Future Volume(vph) 1989 Control Delay I Veh(s/v) 12 Queue Delay/Veh(s/v) 1 Total Delay/Veh(s/v) 13 Total Delay(hr) 7 Stops/Veh 0.35 Stops (#) 698 Average Speed(mph) 28 Total Travel Time(hr) 19 Distance Traveled(mi) 532 Fuel Consumed(gal) 32 Fuel Economy(mpg) 16.7 CO Emissions(kg) 2.23 NOx Emissions(kg) 0.43 VOC Emissions(kg) 0.52 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 87 6: Ivy Road & UVA Health Center Direction Al Future Volume(vph) 1774 Control Delay/Veh(slv) 6 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 6 Total Delay(hr) 3 Stops/Veh 0.27 Stops (#) 483 Average Speed(mph) 38 Total Travel Time(hr) 18 Distance Traveled(mi) 675 Fuel Consumed(gal) 31 Fuel Economy(mpg) 21.8 CO Emissions(kg) 2.16 NOx Emissions(kg) 0.42 VOC Emissions(kg) 0.50 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 44 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road Dirac . Future Volume(vph) 1678 Control Delay/Veh(s/v) 13 Queue Delay/Veh(s/v) 0 Total Delay I Veh(s/v) 13 Total Delay(hr) 6 Stops/Veh 0.47 Stops (#) 784 Average Speed(mph) 31 Total Travel Time(hr) 21 Distance Traveled(mi) 655 Fuel Consumed(gal) 36 Fuel Economy(mpg) 18.4 CO Emissions(kg) 2.50 NOx Emissions(kg) 0.49 VOC Emissions(kg) 0.58 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 42 34: Golf Course Drive & Ivy Road Diei on f 0 ;k...... ... . i. _.. c C Future Volume(vph) 2116 Control Delay I Veh(s/v) 1 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 1 Total Delay(hr) 1 Stops/Veh 0.03 Stops (#) 62 Average Speed(mph) 34 Total Travel Time(hr) 23 Distance Traveled(mi) 768 Fuel Consumed(gal) 30 Fuel Economy(mpg) 25.4 CO Emissions(kg) 2.11 NOx Emissions(kg) 0.41 VOC Emissions(kg) 0.49 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Control Delay/Veh(slv) 12 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 12 Total Delay(hr) 50 Stops/Veh 0.34 Stops (#) 5245 Average Speed(mph) 26 Total Travel Time(hr) 152 Distance Traveled(mi) 3996 Fuel Consumed(gal) 233 Fuel Economy(mpg) 17.2 CO Emissions(kg) 16.26 NOx Emissions(kg) 3.16 VOC Emissions(kg) 3.77 Unserved Vehicles(#) 3 Vehicles in dilemma zone(#) 490 Performance Index 64.4 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions AM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 -0' NITc ~ 4 Lana Group EBT EBR WIM WBT NBR AMIN Lane Configurations + + ' r Traffic Volume(vph) 696 31 161 859 34 130 Future Volume(vph) 696 31 161 859 34 130 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prat) 1801 1531 1711 1801 1711 1531 Flt Permitted 0.268 0.950 Satd.Flow(perm) 1801 1531 483 1801 1711 1531 Right Turn on Red Yes Yes Satd.Flow(RTOR) 34 141 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 757 34 175 934 37 141 Shared Lane Traffic(%) Lane Group Flow(vph) 757 34 175 934 37 141 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 Epp pp ~{ 4\ t Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 82.0 82.0 17.0 99.0 21.0 21.0 Total Split(%) 68.3% 68.3% 14.2% 82.5% 17.5% 17.5% Maximum Green(s) 75.0 75.0 10.0 92.0 14.0 14.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None None Act Effct Green(s) 84.2 84.2 99.3 99.3 10.7 10.7 Actuated g/C Ratio 0.70 0.70 0.83 0.83 0.09 0.09 v/c Ratio 0.60 0.03 0.35 0.63 0.24 0.53 Control Delay 10.6 1.4 0.7 0.7 54.0 15.8 Queue Delay 0.0 0.0 0.0 0.5 0.0 0.0 Total Delay 10.6 1.4 0.7 1.3 54.0 15.8 LOS B A A A D B Approach Delay 10.2 1.2 23.7 Approach LOS B A C Queue Length 50th(ft) 150 0 0 1 27 0 Queue Length 95th(ft) 369 m1 m1 m6 60 60 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1264 1085 522 1490 228 326 Starvation Cap Reductn 0 0 0 211 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.03 0.34 0.73 0.16 0.43 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length:120 Offset:72(60%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:70 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.63 Intersection Signal Delay:6.6 Intersection LOS:A Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. • Splits and Phases: 5:Ednam Drive&Ivy Road (-01 *-402(R) 4\04 06 • ATTACHMENT J • Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 f 1. k" 4\ t t \* ♦ 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBf Lane Configurations ) 4. r 'I + r 4 4 Traffic Volume(vph) 0 961 5 27 1052 8 5 0 21 3 0 6 Future Volume(vph) 0 961 5 27 1052 8 5 0 21 3 0 6 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.893 0.905 Flt Protected 0.950 0.990 0.985 Satd.Flow(prot) 1801 1801 1531 1711 1801 1531 0 1592 0 0 1605 0 Flt Permitted 0.950 0.990 0.985 Satd. Flow(perm) 1801 1801 1531 1711 1801 1531 0 1592 0 0 1605 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1068 6 30 1169 9 6 0 23 3 0 7 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1068 6 30 1169 9 0 29 0 0 10 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop InterSeCtiOn.SURnalY IIIIIIIIIIIIIIIII Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J HCM 2010 TWSC 34: Golf Course Drive & Ivy Road 11/17/2017 Intersection Int Delay,s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations /I + e l + r 4. Traffic Vol,veh/h 0 961 5 27 1052 8 5 0 21 3 0 6 Future Vol,veh/h 0 961 5 27 1052 8 5 0 21 3 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1068 6 30 1169 9 6 0 23 3 0 7 Mate Mal Mdior2 Mkior1 , Mopr2 Conflicting Flow All 1169 0 0 1068 0 0 2300 2297 1068 2308 2297 1169 Stage 1 - - - - - - 1068 1068 - 1229 1229 - Stage 2 - - - - - - 1232 1229 - 1079 1068 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 598 - - 653 - - 27 39 269 27 39 235 Stage 1 - - - - - - 268 298 - 218 250 - Stage 2 - - - - - - 217 250 - 264 298 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 598 - - 653 - - 25 37 269 24 37 235 Mov Cap-2 Maneuver - - - - - - 25 37 - 24 37 - Stage 1 - - - - - - 268 298 - 218 239 - Stage 2 - - - - - - 201 239 - 241 298 - . - fa Wig, : .. r . HCM Control Delay,s 0 0.3 59.5 76.6 HCM LOS F F liklailnentilgOatffiltNBLrt1 EIS.' EBT EBR WM- WS'1 1 .tt1 Capacity(veh/h) 94 598 - - 653 - - 60 HCM Lane V/C Ratio 0.307 - - - 0.046 - - 0.167 HCM Control Delay(s) 59.5 0 - - 10.8 - - 76.6 HCM Lane LOS F A - - B - - F HCM 95th%tile Q(veh) 1.2 0 - - 0.1 - - 0.6 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 3.6 39.1 0.37 34.0 B Ednam Drive II 45 39.2 10.6 49.8 0.42 30.1 B Farmington Drive II 45 11.2 6.3 17.5 0.10 21.1 D Canterbury Road II 35 75.0 34.1 109,1 0.73 24.1 C US 29 SB Ramps II 35 15.4 9.1 24.5 0.12 18.1 D US 29 NB Ramps II 35 15.6 3.6 19.2 0.12 23.4 C Total II 191.9 67.3 259.2 1.87 25.9 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 8.2 21.5 0.11 17.8 D US 29 SB Ramps II 35 15.6 1.2 16.8 0.12 26.8 C Old Garth Road II 35 15.4 95.0 110.4 0.12 4.0 F II 35 75.0 23.4 98.4 0.73 26.7 C Ednam Drive II 45 11.2 0.7 11.9 0.10 31.1 B UVA Health Center II 45 39.2 6.7 45.9 0.42 32.7 B Broomley Road II 45 35.5 1.7 37.2 0.37 35.8 A Total II 205.2 136.9 342.1 1.97 20.7 D Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Num r of U ions Total Delay(hr) 82 Stops (#) 5580 Average Speed(mph) 21 Total Travel Time(hr) 180 Distance Traveled(mi) 3819 Fuel Consumed(gal) 247 Fuel Economy(mpg) 15.4 Unserved Vehicles(#) 92 Vehicles in dilemma zone(#) 361 Performance Index 97.0 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Direction AN Future Volume(vph) 1660 Control Delay I Veh(slv) 8 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 8 Total Delay(hr) 4 Stops/Veh 0.44 Stops (#) 724 Average Speed(mph) 21 Total Travel Time(hr) 9 Distance Traveled(mi) 189 Fuel Consumed(gal) 16 Fuel Economy(mpg) 11.7 CO Emissions(kg) 1.13 NOx Emissions(kg) 0.22 VOC Emissions(kg) 0.26 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 79 2: US 29 SB Ramps & Ivy Road Direction All Future Volume(vph) 1811 Control Delay/Veh(s/v) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 9 Total Delay(hr) 4 Stops/Veh 0.42 Stops (#) 754 Average Speed(mph) 21 Total Travel Time(hr) 11 Distance Traveled(mi) 224 Fuel Consumed(gal) 18 Fuel Economy(mpg) 12.8 CO Emissions(kg) 1.23 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 50 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Arection lit Future Volume(vph) 2837 Control Delay/Veh(slv) 64 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 64 Total Delay(hr) 51 Stops/Veh 0.74 Stops (#) 2105 Average Speed(mph) 8 Total Travel Time(hr) 65 Distance Traveled(mi) 489 Fuel Consumed(gal) 72 Fuel Economy(mpg) 6.8 CO Emissions(kg) 5.01 NOx Emissions(kg) 0.97 VOC Emissions(kg) 1.16 Unserved Vehicles(#) 90 Vehicles in dilemma zone(#) 59 4: Farmington Drive & Ivy Road [iron M Future Volume(vph) 1969 Control Delay/Veh(slv) 24 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 24 Total Delay(hr) 13 Stops/Veh 0.39 Stops (#) 761 Average Speed(mph) 19 Total Travel Time(hr) 27 Distance Traveled(mi) 502 Fuel Consumed(gal) 35 Fuel Economy(mpg) 14.2 CO Emissions(kg) 2.47 NOx Emissions(kg) 0.48 VOC Emissions(kg) 0.57 Unserved Vehicles(#) 2 Vehicles in dilemma zone(#) 61 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Dkectice4141 _.. _ .htd ..ea ��i-..p•M.d�.i£.r....e r, .a. .. ,s r Future Volume(vph) 1911 Control Delay I Veh(slv) 6 Queue Delay/Veh(s/v) 0 Total Delay I Veh(s/v) 7 Total Delay(hr) 3 Stops/Veh 0.22 Stops (#) 413 Average Speed(mph) 32 Total Travel Time(hr) 13 Distance Traveled(mi) 426 Fuel Consumed(gal) 22 Fuel Economy(mpg) 19.3 CO Emissions(kg) 1.54 NOx Emissions(kg) 0.30 VOC Emissions(kg) 0.36 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 42 6: Ivy Road & UVA Health Center Direction AN Future Volume(vph) 1652 Control Delay/Veh(slv) 8 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 8 Total Delay(hr) 4 Stops/Veh 0.30 Stops (#) 500 Average Speed(mph) 36 Total Travel Time(hr) 18 Distance Traveled(mi) 628 Fuel Consumed(gal) 30 Fuel Economy(mpg) 21.0 CO Emissions(kg) 2.09 NOx Emissions(kg) 0.41 VOC Emissions(kg) 0.48 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 54 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road Direction Future Volume(vph) 1587 Control Delay/Veh(slv) 4 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 4 Total Delay(hr) 2 Stops l Veh 0.14 Stops (#) 230 Average Speed(mph) 39 Total Travel Time(hr) 16 Distance Traveled(mi) 613 Fuel Consumed(gal) 25 Fuel Economy(mpg) 24.6 CO Emissions(kg) 1.74 NOx Emissions(kg) 0.34 VOC Emissions(kg) 0.40 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 16 34: Golf Course Drive & Ivy Road Direction NI -111 Future Volume(vph) 2088 Control Delay/Veh(s/v) 1 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 1 Total Delay(hr) 1 Stops/Veh 0.04 Stops (#) 93 Average Speed(mph) 34 Total Travel Time(hr) 22 Distance Traveled(mi) 748 Fuel Consumed(gal) 30 Fuel Economy(mpg) 25.2 CO Emissions(kg) 2.07 NOx Emissions(kg) 0.40 VOC Emissions(kg) 0.48 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Control Delay/Veh(s/v) 19 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 19 Total Delay(hr) 82 Stops/Veh 0.36 Stops (#) 5580 Average Speed(mph) 21 Total Travel Time(hr) 180 Distance Traveled(mi) 3819 Fuel Consumed(gal) 247 Fuel Economy(mpg) 15.4 CO Emissions(kg) 17.28 NOx Emissions(kg) 3.36 VOC Emissions(kg) 4.01 Unserved Vehicles(#) 92 Vehicles in dilemma zone(#) 361 Performance Index 97.0 • Boars Head TIA 7:45 am 11/17/2017 Existing Conditions PM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 4 Lane Group EBT EBR WBL WBT NBI. NBR Lane Configurations + r + " r Traffic Volume(vph) 984 60 119 674 20 72 Future Volume(vph) 984 60 119 674 20 72 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 1801 1531 1711 1801 1711 1531 FIt Permitted 0.118 0.950 Satd.Flow(perm) 1801 1531 212 1801 1711 1531 Right Turn on Red Yes Yes Satd.Flow(RTOR) 65 78 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1070 65 129 733 22 78 Shared Lane Traffic(%) Lane Group Flow(vph) 1070 65 129 733 22 78 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex Cl+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 I- 4\ t Lane Group EBT EBR WBL WBT NBL NOR` Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 66.0 66.0 14.0 80.0 20.0 20.0 Total Split(%) 66.0% 66.0% 14.0% 80.0% 20.0% 20.0% Maximum Green(s) 59.0 59.0 7.0 73.0 13.0 13.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None Act Effct Green(s) 69.1 69.1 83.1 84.1 9.7 9.7 Actuated g/C Ratio 0.69 0.69 0.83 0.84 0.10 0.10 v/c Ratio 0.86 0.06 0.41 0.48 0.13 0.36 Control Delay 16.8 1.9 9.1 2.8 42.6 14.6 Queue Delay 1.0 0.0 0.0 0.1 0.0 0.0 Total Delay 17.8 1.9 9.1 2.9 42.6 14.6 LOS B A A A D B • Approach Delay 16.9 3.8 20.7 Approach LOS B A C Queue Length 50th(ft) 324 3 14 83 13 0 Queue Length 95th(ft) #899 m6 m19 m111 36 42 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1243 1077 311 1514 256 295 Starvation Cap Reductn 0 0 0 119 0 0 Spillback Cap Reductn 49 0 0 0 0 2 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.06 0.41 0.53 0.09 0.27 intersection Summary Area Type: Other Cycle Length:100 Actuated Cycle Length:100 Offset:5(5%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.86 Intersection Signal Delay:11.7 Intersection LOS: B Intersection Capacity Utilization 76.7% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 Splits and Phases: 5:Ednam Drive&Ivy Road r-.In • 101 4\04 — l— l- 4- 06 • Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SOT SBR Lane Configurations If 1 r vi + r 4 4. Traffic Volume(vph) 0 1058 2 80 935 7 0 0 34 7 1 5 Future Volume(vph) 0 1058 2 80 935 7 0 0 34 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.865 0.946 Flt Protected 0.950 0.974 Satd.Flow(prot) 1801 1801 1531 1711 1801 1531 0 1558 0 0 1659 0 Flt Permitted 0.950 0.974 Satd.Flow(perm) 1801 1801 1531 1711 1801 1531 0 1558 0 0 1659 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1176 2 89 1039 8 0 0 38 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1176 2 89 1039 8 0 38 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J HCM 2010 TWSC 34: Golf Course Drive & Ivy Road 11/17/2017 trnersectiat Int Delay,s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r i + r 4 Traffic Vol,veh/h 0 1058 2 80 935 7 0 0 34 7 1 5 Future Vol,veh/h 0 1058 2 80 935 7 0 0 34 7 1 5 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1176 2 89 1039 8 0 0 38 8 1 6 Major/Minor Major1 Major2 Minorl Minor2 Conflicting Flow All 1039 0 0 1176 0 0 2396 2393 1176 2411 2393 1039 Stage 1 - - - - - - 1176 1176 - 1217 1217 - Stage 2 - - - - - - 1220 1217 - 1194 1176 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 669 - - 594 - - 23 34 233 23 34 280 Stage 1 - - - - - - 233 265 - 221 253 - Stage 2 - - - - - - 220 253 - 228 265 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 669 - - 594 - - 19 29 233 17 29 280 Mov Cap-2 Maneuver - - - - - - 19 29 - 17 29 - Stage 1 - - - - - - 233 265 - 221 215 - Stage 2 - - - - - - 182 215 - 191 265 - Approach EB WB NB SB HCM Control Delay,s 0 0.9 23.4 228.9 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 233 669 - - 594 - - 28 HCM Lane V/C Ratio 0.162 - - - 0.15 - - 0.516 HCM Control Delay(s) 23.4 0 - - 12.1 - - 228.9 HCM Lane LOS CA - - B - - F HCM 95th%tile Q(veh) 0.6 0 - - 0.5 - - 1.6 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 4.3 39.8 0.37 33.4 B Ednam Drive II 45 39.2 16.8 56.0 0.42 26.8 C Farmington Drive II 45 11.2 18.8 30.0 0.10 12.3 F Canterbury Road II 35 75.0 4.1 79.1 0.73 33.2 B US 29 SB Ramps II 35 15.4 4.1 19.5 0.12 22.7 C US 29 NB Ramps II 35 15.6 8.2 23.8 0.12 18.9 D Total II 191.9 56.3 248.2 1.87 27.1 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.0 20.3 0.11 18.8 D US 29 SB Ramps II 35 15.6 1.4 17.0 0.12 26.5 C Old Garth Road II 35 15.4 29.1 44.5 0.12 9.9 F II 35 75.0 15.8 90.8 0.73 28.9 B Ednam Drive II 45 11.2 2.8 14.0 0.10 26.4 C UVA Health Center II 45 39.2 5.7 44.9 0.42 33.4 B Broomley Road II 45 35.5 6.9 42.4 0.37 31.4 B Total II 205.2 68.7 273.9 1.97 25.9 C Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Nt tf k1ersections h _ .r Total Delay(hr) 49 Stops (#) 5493 Average Speed(mph) 27 Total Travel Time(hr) 150 Distance Traveled(mi) 3966 Fuel Consumed(gal) 232 Fuel Economy(mpg) 17.1 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 423 Performance Index 63.8 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Oorr Future Volume(vph) 1622 Control Delay I Veh(slv) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 9 Total Delay(hr) 4 Stops/Veh 0.49 Stops (#) 790 Average Speed(mph) 21 Total Travel Time(hr) 9 Distance Traveled(mi) 191 Fuel Consumed(gal) 18 Fuel Economy(mpg) 10.9 CO Emissions(kg) 1.23 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 65 2: US 29 SB Ramps & Ivy Road Direction Al Future Volume(vph) 1496 Control Delay/Veh(s/v) 4 Queue Delay/Veh(s/v) 0 Total Delay I Veh(s/v) 4 Total Delay(hr) 2 Stops/Veh 0.25 Stops (#) 367 Average Speed(mph) 28 Total Travel Time(hr) 7 Distance Traveled(mi) 184 Fuel Consumed(gal) 11 Fuel Economy(mpg) 16.9 CO Emissions(kg) 0.76 NOx Emissions(kg) 0.15 VOC Emissions(kg) 0.18 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 41 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Future Volume(vph) 2370 Control Delay/Veh(slv) 20 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 20 Total Delay(hr) 13 Stops/Veh 0.47 Stops (#) 1108 Average Speed(mph) 18 Total Travel Time(hr) 27 Distance Traveled(mi) 490 Fuel Consumed(gal) 37 Fuel Economy(mpg) 13.4 CO Emissions(kg) 2.55 NOx Emissions(kg) 0.50 VOC Emissions(kg) 0.59 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 61 4: Farmington Drive & Ivy Road Diron Future Volume(vph) 2110 Control Delay/Veh(slv) 22 Queue Delay/Veh(s/v) 1 Total Delay/Veh(s/v) 23 Total Delay(hr) 13 Stops/Veh 0.50 Stops (#) 1053 Average Speed(mph) 18 Total Travel Time(hr) 26 Distance Traveled(mi) 480 Fuel Consumed(gal) 38 Fuel Economy(mpg) 12.6 CO Emissions(kg) 2.67 NOx Emissions(kg) 0.52 VOC Emissions(kg) 0.62 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 86 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Future Volume(vph) 1929 Control Delay/Veh(s/v) 11 Queue Delay/Veh(s/v) 1 Total Delay/Veh(slv) 12 Total Delay(hr) 6 Stops I Veh 0.34 Stops (#) 662 Average Speed(mph) 29 Total Travel Time(hr) 18 Distance Traveled(mi) 527 Fuel Consumed(gal) 31 Fuel Economy(mpg) 17.2 CO Emissions(kg) 2.14 NOx Emissions(kg) 0.42 VOC Emissions(kg) 0.50 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 88 6: Ivy Road & UVA Health Center AlDkection Future Volume(vph) 1774 Control Delay/Veh(slv) 6 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 6 Total Delay(hr) 3 Stops/Veh 0.28 Stops (#) 488 Average Speed(mph) 38 Total Travel Time(hr) 18 Distance Traveled(mi) 675 Fuel Consumed(gal) 31 Fuel Economy(mpg) 21.8 CO Emissions(kg) 2.17 NOx Emissions(kg) 0.42 VOC Emissions(kg) 0.50 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 41 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road maim A Future Volume(vph) 1678 Control Delay/Veh(s/v) 13 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 13 Total Delay(hr) 6 Stops/Veh 0.47 Stops (#) 783 Average Speed(mph) 31 Total Travel Time(hr) 21 Distance Traveled(mi) 655 Fuel Consumed(gal) 36 Fuel Economy(mpg) 18.4 CO Emissions(kg) 2.49 NOx Emissions(kg) 0.49 VOC Emissions(kg) 0.58 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 41 34: Golf Course Drive & Ivy Road Direction . Future Volume(vph) 2130 Control Delay/Veh(s/v) 2 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 2 Total Delay(hr) 1 Stops l Veh 0.11 Stops (#) 242 Average Speed(mph) 33 Total Travel Time(hr) 23 Distance Traveled(mi) 763 Fuel Consumed(gal) 32 Fuel Economy(mpg) 23.9 CO Emissions(kg) 2.23 NOx Emissions(kg) 0.43 VOC Emissions(kg) 0.52 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Number of Intersections Control Delay/Veh(slv) 11 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 12 Total Delay(hr) 49 Stops/Veh 0.36 Stops (#) 5493 Average Speed(mph) 27 Total Travel Time(hr) 150 Distance Traveled(mi) 3966 Fuel Consumed(gal) 232 Fuel Economy(mpg) 17.1 CO Emissions(kg) 16.24 NOx Emissions(kg) 3.16 VOC Emissions(kg) 3.76 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 423 Performance Index 63.8 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 AM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 c 4- 4\ Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations + r 'i at ) r Traffic Volume(vph) 695 37 100 856 40 85 Future Volume(vph) 695 37 100 856 40 85 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 1801 1531 1711 1801 1711 1531 Flt Permitted 0.282 0.950 Satd.Flow(perm) 1801 1531 508 1801 1711 1531 Right Turn on Red Yes Yes Satd. Flow(RTOR) 40 92 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 755 40 109 930 43 92 Shared Lane Traffic(%) Lane Group Flow(vph) 755 40 109 930 43 92 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 f 4- 4\ P Lane Group EBT EBR WBt_ WBT NBL NBR Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 94.0 94.0 14.0 108.0 22.0 22.0 Total Split(%) 72.3% 72.3% 10.8% 83.1% 16.9% 16.9% Maximum Green(s) 87.0 87.0 7.0 101.0 15.0 15.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max None C-Max None None Act Effct Green(s) 94.7 94.7 109.0 109.0 11.0 11.0 Actuated g/C Ratio 0.73 0.73 0.84 0.84 0.08 0.08 v/c Ratio 0.58 0.04 0.21 0.62 0.30 0.43 Control Delay 9.0 0.8 0.4 0.8 60.7 17.0 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 9.0 0.8 0.4 1.0 60.7 17.0 LOS A A A A E B Approach Delay 8.6 0.9 31.0 Approach LOS A A C Queue Length 50th(ft) 187 0 0 1 35 0 Queue Length 95th(ft) 391 m5 m1 m1 73 53 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1312 1126 512 1510 223 280 Starvation Cap Reductn 0 0 0 130 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.04 0.21 0.67 0.19 0.33 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length:130 Offset:92(71%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:70 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.62 Intersection Signal Delay:6.1 Intersection LOS:A Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Ednam Drive&Ivy Road C01 *"fit 2(R) 4\04 06 • lllllllll� ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 ;lane Grote EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ii 4' r 'I + r 4 4 Traffic Volume(vph) 0 920 0 102 933 8 0 0 78 3 0 6 Future Volume(vph) 0 920 0 102 933 8 0 0 78 3 0 6 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 0.905 Flt Protected 0.950 0.985 Satd. Flow(prot) 1801 1801 1801 1711 1801 1531 0 1558 0 0 1605 0 Flt Permitted 0.950 0.985 Satd. Flow(perm) 1801 1801 1801 1711 1801 1531 0 1558 0 0 1605 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1022 0 113 1037 9 0 0 87 3 0 7 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1022 0 113 1037 9 0 87 0 0 10 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J HCM 2010 TWSC 34: Golf Course Drive & Ivy Road 11/17/2017 Intersection Int Delay,s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r 'i + r 4, 4 Traffic Vol,veh/h 0 920 0 102 933 8 0 0 78 3 0 6 Future Vol,veh/h 0 920 0 102 933 8 0 0 78 3 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 500 - 500 500 - 500 - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 • 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1022 0 113 1037 9 0 0 87 3 0 7 Major/Minor Major! Majnr2 Minors Minor2 Conflicting Flow All 1037 0 0 1022 0 0 2289 2285 1022 2329 2285 1037 Stage 1 - - - - - - 1022 1022 - 1263 1263 - Stage 2 - - - - - - 1267 1263 - 1066 1022 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 670 - - 679 - - 28 40 287 26 40 281 Stage 1 - - - - - - 285 313 - 208 241 - Stage 2 - - - - - - 207 241 - 269 313 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 670 - - 679 - - 24 33 287 16 33 281 Mov Cap-2 Maneuver - - - - - - 24 33 - 16 33 - Stage 1 - - - - - - 285 313 - 208 201 - Stage 2 - - - - - - 168 201 - 188 313 - Bch EB WB NB SB HCM Control Delay,s 0 1.1 22.9 112.5 HCM LOS C F Mina Lane&Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBIA1 Capacity(veh/h) 287 670 - - 679 - - 43 HCM Lane V/C Ratio 0.302 - - - 0.167 - - 0.233 HCM Control Delay(s) 22.9 0 - - 11.4 - - 112.5 HCM Lane LOS CA - - B - - F HCM 95th%tile Q(veh) 1.2 0 - - 0.6 - - 0.8 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 3.5 39.0 0.37 34.1 B Ednam Drive II 45 39.2 9.0 48.2 0.42 31.1 B Farmington Drive II 45 11.2 8.1 19.3 0.10 19.1 D Canterbury Road II 35 75.0 35.2 110.2 0.73 23.8 C US 29 SB Ramps II 35 15.4 9.6 25.0 0.12 17.7 D US 29 NB Ramps II 35 15.6 3.5 19.1 0.12 23.6 C Total II 191.9 68.9 260.8 1.87 25.8 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.9 21.2 0.11 18.0 D US 29 SB Ramps II 35 15.6 1.1 16.7 0.12 26.9 C Old Garth Road II 35 15.4 91.3 106.7 0.12 4.1 F II 35 75.0 24.4 99.4 0.73 26.4 C Ednam Drive II 45 11.2 0.8 12.0 0.10 30.8 B UVA Health Center II 45 39.2 6.6 45.8 0.42 32.8 B Broomley Road II 45 35.5 2.2 37.7 0.37 35.3 A Total II 205.2 134.3 339.5 1.97 20.9 D Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Number of Intersections 8 Total Delay(hr) 81 Stops (#) 5866 Average Speed(mph) 21 Total Travel Time(hr) 178 Distance Traveled(mi) 3751 Fuel Consumed(gal) 246 Fuel Economy(mpg) 15.2 Unserved Vehicles(#) 72 Vehicles in dilemma zone(#) 307 Performance Index 97.5 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road D Future Volume(vph) 1660 Control Delay/Veh(s/v) 8 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 8 Total Delay(hr) 4 Stops/Veh 0.44 Stops (#) 728 Average Speed(mph) 21 Total Travel Time(hr) 9 Distance Traveled(mi) 189 Fuel Consumed(gal) 16 Fuel Economy(mpg) 11.6 CO Emissions(kg) 1.13 NOx Emissions(kg) 0.22 VOC Emissions(kg) 0.26 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 63 2: US 29 SB Ramps & Ivy Road Direction Ail Future Volume(vph) 1811 Control Delay/Veh(s/v) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 9 Total Delay(hr) 5 Stops/Veh 0.43 Stops (#) 783 Average Speed(mph) 20 Total Travel Time(hr) 11 Distance Traveled(mi) 224 Fuel Consumed(gal) 18 Fuel Economy(mpg) 12.5 CO Emissions(kg) 1.25 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.29 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 42 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Citecton AN Future Volume(vph) 2837 Control Delay/Veh(slv) 64 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 64 Total Delay(hr) 51 Stops/Veh 0.76 Stops (#) 2169 Average Speed(mph) 8 Total Travel Time(hr) 65 Distance Traveled(mi) 489 Fuel Consumed(gal) 72 Fuel Economy(mpg) 6.8 CO Emissions(kg) 5.04 NOx Emissions(kg) 0.98 VOC Emissions(kg) 1.17 Unserved Vehicles(#) 72 Vehicles in dilemma zone(#) 55 4: Farmington Drive & Ivy Road Direction Ail Future Volume(vph) 1859 Control Delay/Veh(s/v) 24 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 24 Total Delay(hr) 12 Stops/Veh 0.42 Stops (#) 781 Average Speed(mph) 19 Total Travel Time(hr) 25 Distance Traveled(mi) 472 Fuel Consumed(gal) 34 Fuel Economy(mpg) 13.9 CO Emissions(kg) 2.37 NOx Emissions(kg) 0.46 VOC Emissions(kg) 0.55 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 56 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road tin Ai Future Volume(vph) 1813 Control Delay/Veh(slv) 6 Queue Delay/Veh(s/v) 0 Total Delay l Veh(s/v) 6 Total Delay(hr) 3 Stops/Veh 0.19 Stops (#) 352 Average Speed(mph) 33 Total Travel Time(hr) 13 Distance Traveled(mi) 417 Fuel Consumed(gal) 21 Fuel Economy(mpg) 20.2 CO Emissions(kg) 1.44 NOx Emissions(kg) 0.28 VOC Emissions(kg) 0.33 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 32 6: Ivy Road & UVA Health Center D Ail Future Volume(vph) 1652 Control Delay/Veh(s/v) 8 Queue Delay/Veh(s/v) 0 Total Delay l Veh(slv) 8 Total Delay(hr) 4 Stops/Veh 0.29 Stops (#) 472 Average Speed(mph) 36 Total Travel Time(hr) 18 Distance Traveled(mi) 628 Fuel Consumed(gal) 30 Fuel Economy(mpg) 21.2 CO Emissions(kg) 2.07 NOx Emissions(kg) 0.40 VOC Emissions(kg) 0.48 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 43 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road DiRaction Al Future Volume(vph) 1587 Control Delay/Veh(s/v) 5 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 5 Total Delay(hr) 2 Stops/Veh 0.17 Stops (#) 262 Average Speed(mph) 38 Total Travel Time(hr) 16 Distance Traveled(mi) 613 Fuel Consumed(gal) 25 Fuel Economy(mpg) 24.1 CO Emissions(kg) 1.78 NOx Emissions(kg) 0.35 VOC Emissions(kg) 0.41 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 16 34: Golf Course Drive & Ivy Road Moduli AN Future Volume(vph) 2050 Control Delay/Veh(slv) 2 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 2 Total Delay(hr) 1 Stops/Veh 0.16 Stops (#) 319 Average Speed(mph) 33 Total Travel Time(hr) 22 Distance Traveled(mi) 718 Fuel Consumed(gal) 30 Fuel Economy(mpg) 23.6 CO Emissions(kg) 2.13 NOx Emissions(kg) 0.41 VOC Emissions(kg) 0.49 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Number of Intersections ". .. Control Delay/Veh(slv) 19 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 19 Total Delay(hr) 81 Stops/Veh 0.38 Stops (#) 5866 Average Speed(mph) 21 Total Travel Time(hr) 178 Distance Traveled(mi) 3751 Fuel Consumed(gal) 246 Fuel Economy(mpg) 15.2 CO Emissions(kg) 17.21 NOx Emissions(kg) 3.35 VOC Emissions(kg) 3.99 Unserved Vehicles(#) 72 Vehicles in dilemma zone(#) 307 Performance Index 97.5 Boars Head TIA 7:45 am 11/17/2017 Scenario 1 PM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 4\ Lane Group EBT EBB WBL WBT NBL NBR Lane Configurations r I r Traffic Volume(vph) 1017 27 45 683 11 21 Future Volume(vph) 1017 27 45 683 11 21 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 1801 1531 1711 1801 1711 1531 Flt Permitted 0.950 0.950 Satd.Flow(perm) 1801 1531 1711 1801 1711 1531 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1105 29 49 742 12 23 Shared Lane Traffic(%) Lane Group Flow(vph) 1105 29 49 742 12 23 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J HCM 2010 TWSC 5: Ednam Drive & Ivy Road 11/17/2017 Intersection Int Delay,s/veh 1 Movement EBT . EON Wf31. WBT NfIL NBR Lane Configurations + r vi + " e Traffic Vol,veh/h 1017 27 45 683 11 21 Future Vol,veh/h 1017 27 45 683 11 21 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 360 200 - 0 0 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 1105 29 49 742 12 23 MoioriMinor Matti Molor2 Mittorl Conflicting Flow All 0 0 1105 0 1945 1105 Stage 1 - - - - 1105 - Stage 2 - - - - 840 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 632 - 71 256 Stage 1 - - - - 317 - Stage 2 - - - - 424 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 632 - 65 256 Mov Cap-2 Maneuver - - - - 65 - Stage 1 - - - - 317 - Stage 2 - - - - 391 - Approach EB WB NB • HCM Control Delay,s 0 0.7 38.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity(veh/h) 65 256 - - 632 - HCM Lane V/C Ratio 0.184 0.089 - - 0.077 - HCM Control Delay(s) 72.5 20.4 - - 11.2 - HCM Lane LOS F C - - 13 - HCM 95th%tile Q(veh) 0.6 0.3 - - 0.3 - Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 f -N ~ k" 4\ t , ' 1 4' Lane Gmup Elk EBT EBR WBL WBT WBR NBL N8T NBR SBL SETT SBg Lane Configurations ' I, r 1 + f 4 4 Traffic Volume(vph) 0 1007 35 154 861 7 9 0 85 7 1 5 Future Volume(vph) 0 1007 35 154 861 7 9 0 85 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.878 0.946 FIt Protected 0.950 0.995 0.974 Satd.Flow(prot) 1801 1801 1531 1711 1801 1531 0 1573 0 0 1659 0 Flt Permitted 0.082 0.972 0.862 Satd.Flow(perm) 1801 1801 1531 148 1801 1531 0 1537 0 0 1468 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 92 34 94 6 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1119 39 171 957 8 10 0 94 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1119 39 171 957 8 0 104 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 f i 4\ t , \* 4 4' IMO QUIP . . EBL EBT EBR MI WBT WBR NBL NBT NBR SBL SBT SEM Detector Phase 4 4 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 20.0 14.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split(s) 95.0 95.0 95.0 14.0 109.0 109.0 21.0 21.0 21.0 21.0 Total Split(%) 73.1% 73.1% 73.1% 10.8% 83.8% 83.8% 16.2% 16.2% 16.2% 16.2% Maximum Green(s) 88.0 88.0 88.0 7.0 102.0 102.0 14.0 14.0 14.0 14.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Act Effct Green(s) 89.9 89.9 103.9 103.9 103.9 16.1 16.1 Actuated g/C Ratio 0.69 0.69 0.80 0.80 0.80 0.12 0.12 v/c Ratio 0.90 0.04 0.76 0.67 0.01 0.38 0.08 Control Delay 10.1 0.0 30.8 10.0 0.0 16.8 38.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.1 0.0 30.8 10.0 0.0 16.8 38.7 LOS B A C B A B D Approach Delay 9.8 13.1 16.8 38.7 Approach LOS A B B D Queue Length 50th(ft) 80 0 55 297 0 8 7 Queue Length 95th(ft) m#136 m0 m#109 566 m0 63 29 Internal Link Dist(ft) 1969 1720 266 200 Turn Bay Length(ft) 500 500 500 Base Capacity(vph) 1246 1088 226 1440 1231 272 186 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.04 0.76 0.66 0.01 0.38 0.08 Intaradion Summary • . • Area Type: Other Cycle Length:130 Actuated Cycle Length:130 Offset:125(96%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:100 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.90 Intersection Signal Delay:11.8 Intersection LOS: B Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Splits and Phases: 34:Golf Course Drive&Ivy Road t02 ("03 —004 06 08 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial CMS Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 10.1 45.6 0.37 29.2 B Farmington Drive II 45 45.7 ??0 67.7 0.52 27.6 C Golf Course Drive II 35 40.7 10.1 50.8 0.39 27.5 C Canterbury Road II 35 36.8 2.4 39.2 0.34 31.3 B US 29 SB Ramps II 35 15.4 5.0 20.4 0.12 21.7 D US 29 NB Ramps II 35 15.6 7.8 23.4 0.12 19.2 D Total II 189.7 57.4 247.1 1.87 27.2 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.6 20.9 0.11 18.3 D US 29 SB Ramps II 35 15.6 1.0 16.6 0.12 27.1 C Old Garth Road II 35 15.4 28.1 43.5 0.12 10.2 F II 35 36.8 10.0 46.8 0.34 26.2 C II 35 40.7 20.9 61.6 0.39 22.7 C UVA Health Center II 45 45.7 8.7 54.4 0.52 34.4 B Broomley Road II 45 35.5 8.6 44.1 0.37 30.2 B Total II 203.0 84.9 287.9 1.97 24.7 C Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Number of ids 8 Total Delay(hr) 52 Stops (#) 5902 Average Speed(mph) 26 Total Travel Time(hr) 152 Distance Traveled(mi) 3923 Fuel Consumed(gal) 236 Fuel Economy(mpg) 16.6 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 361 Performance Index 68.1 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Future Volume(vph) 1622 Control Delay I Veh(slv) 11 Queue Delay/Veh(s/v) 0 Total Delay I Veh(slv) 11 Total Delay(hr) 5 Stops/Veh 0.46 Stops (#) 739 Average Speed(mph) 20 Total Travel Time(hr) 10 Distance Traveled(mi) 191 Fuel Consumed(gal) 18 Fuel Economy(mpg) 10.8 CO Emissions(kg) 1.24 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.29 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 47 2: US 29 SB Ramps & Ivy Road Direction . ru T . • .a a Y 1r Future Volume(vph) 1496 Control Delay/Veh(s/v) 4 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 4 Total Delay(hr) 2 Stops/Veh 0.24 Stops (#) 355 Average Speed(mph) 26 Total Travel Time(hr) 7 Distance Traveled(mi) 184 Fuel Consumed(gal) 11 Fuel Economy(mpg) 16.7 CO Emissions(kg) 0.77 NOx Emissions(kg) 0.15 VOC Emissions(kg) 0.18 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 38 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Direction Al Future Volume(vph) 2370 Control Delay/Veh(s/v) 20 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 20 Total Delay(hr) 13 Stops l Veh 0.43 Stops (#) 1022 Average Speed(mph) 18 Total Travel Time(hr) 27 Distance Traveled(mi) 490 Fuel Consumed(gal) 36 Fuel Economy(mpg) 13.7 CO Emissions(kg) 2.50 NOx Emissions(kg) 0.49 VOC Emissions(kg) 0.58 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 48 4: Farmington Drive & Ivy Road Direction Al Future Volume(vph) 2027 Control Delay/Veh(s/v) 25 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 25 Total Delay(hr) 14 Stops/Veh 0.55 Stops (#) 1118 Average Speed(mph) 17 Total Travel Time(hr) 27 Distance Traveled(mi) 453 Fuel Consumed(gal) 39 Fuel Economy(mpg) 11.7 CO Emissions(kg) 2.71 NOx Emissions(kg) 0.53 VOC Emissions(kg) 0.63 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 56 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Direct an A Future Volume(vph) 1804 Control Delay/Veh(s/v) 2 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 2 Total Delay(hr) 1 Stops/Veh 0.07 Stops (#) 134 Average Speed(mph) 42 Total Travel Time(hr) 12 Distance Traveled(mi) 513 Fuel Consumed(gal) 20 Fuel Economy(mpg) 26.2 CO Emissions(kg) 1.37 NOx Emissions(kg) 0.27 VOC Emissions(kg) 0.32 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 6: Ivy Road & UVA Health Center Direction All Future Volume(vph) 1774 Control Delay/Veh(s/v) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 9 Total Delay(hr) 5 Stops/Veh 0.51 Stops (#) 904 Average Speed(mph) 34 Total Travel Time(hr) 20 Distance Traveled(mi) 675 Fuel Consumed(gal) 38 Fuel Economy(mpg) 18.0 CO Emissions(kg) 2.62 NOx Emissions(kg) 0.51 VOC Emissions(kg) 0.61 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 64 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road Future Volume(vph) 1678 Control Delay/Veh(slv) 11 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 11 Total Delay(hr) 5 Stops/Veh 0.45 Stops (#) 761 Average Speed(mph) 32 Total Travel Time(hr) 20 Distance Traveled(mi) 655 Fuel Consumed(gal) 35 Fuel Economy(mpg) 18.7 CO Emissions(kg) 2.45 NOx Emissions(kg) 0.48 VOC Emissions(kg) 0.57 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 22 34: Golf Course Drive & Ivy Road Direction All Future Volume(vph) 2172 Control Delay/Veh(s/v) 12 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 12 Total Delay(hr) 7 Stops/Veh 0.40 Stops (#) 869 Average Speed(mph) 26 Total Travel Time(hr) 29 Distance Traveled(mi) 760 Fuel Consumed(gal) 41 Fuel Economy(mpg) 18.7 CO Emissions(kg) 2.84 NOx Emissions(kg) 0.55 VOC Emissions(kg) 0.66 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 86 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Control Delay I Veh(s/v) 12 • Queue Delay I Veh(slv) 0 Total Delay/Veh(s/v) 12 Total Delay(hr) 52 Stops/Veh 0.39 Stops (#) 5902 Average Speed(mph) 26 Total Travel Time(hr) 152 Distance Traveled(mi) 3923 Fuel Consumed(gal) 236 Fuel Economy(mpg) 16.6 CO Emissions(kg) 16.51 NOx Emissions(kg) 3.21 VOC Emissions(kg) 3.83 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 361 Performance Index 68.1 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 AM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 it ~ 4\ P ORM EBT EBR WBL WBT NBt. Nit Lane Configurations + r 'i vi r Traffic Volume(vph) 705 27 35 866 30 28 Future Volume(vph) 705 27 35 866 30 28 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 1801 1531 1711 1801 1711 1531 Flt Permitted 0.950 0.950 Satd.Flow(perm) 1801 1531 1711 1801 1711 1531 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 766 29 38 941 33 30 Shared Lane Traffic(%) Lane Group Flow(vph) 766 29 38 941 33 30 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop • Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period(min)15 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 1 ATTACHMENT J HCM 2010 TWSC 5: Ednam Drive & Ivy Road 11/17/2017 Inter -+"; Int Delay,s/veh 1.7 MOvOrnani EBT EBR WBL.. WBT NBt, NBR Lane Configurations + r • r Traffic Vol,vehlh 705 27 35 866 30 28 Future Vol,veh/h 705 27 35 866 30 28 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 360 200 - 0 0 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 766 29 38 941 33 30 MalorNinor Major1 Maior2 Mingr1 M Conflicting Flow All 0 0 766 0 1783 766 Stage 1 - - - - 766 - Stage 2 - - - - 1017 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 847 - 90 403 Stage 1 - - - - 459 - Stage 2 - - - - 349 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 847 - 86 403 Mov Cap-2 Maneuver - - - - 86 - Stage 1 - - - - 459 - Stage 2 - - - - 333 - Approach EB WB NB t HCM Control Delay,s 0 0.4 43.5 HCM LOS L Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity(veh/h) 86 403 - - 847 - HCM Lane V/C Ratio 0.379 0.076 - - 0.045 - HCM Control Delay(s) 70.4 14.7 - - 9.5 - HCM Lane LOS F B - - A - HCM 95th%tile Q(veh) 1.5 0.2 - - 0.1 - Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 2 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 -) Nt Tr 4- t 4\ t , 1 4/ WS C--A EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) li r " + r 4 4 Traffic Volume(vph) 0 863 10 167 928 8 10 0 135 7 1 5 Future Volume(vph) 0 863 10 167 928 8 10 0 135 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.874 0.946 Fit Protected 0.950 0.997 0.974 Satd. Flow(prot) 1801 1801 1531 1711 1801 1531 0 1569 0 0 1659 0 Flt Permitted 0.142 0.981 0.785 Satd.Flow(perm) 1801 1801 1531 256 1801 1531 0 1544 0 0 1337 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 80 29 150 6 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 959 11 186 1031 9 11 0 150 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 959 11 186 1031 9 0 161 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 f -♦ - ' C4- k- 4\ t , \* 4 4' Lane Crt _ _ . EBL EBT EBR WBL WBT . WBR NBL NBT NBR SBL SBT SBA Detector Phase 4 4 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 20.0 14.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split(s) 107.0 107.0 107.0 20.0 127.0 127.0 23.0 23.0 23.0 23.0 Total Split(%) 71.3% 71.3% 71.3% 13.3% 84.7% 84.7% 15.3% 15.3% 15.3% 15.3% Maximum Green(s) 100.0 100.0 100.0 13.0 120.0 120.0 16.0 16.0 16.0 16.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Act Effct Green(s) 99.7 99.7 118.8 118.8 118.8 21.2 21.2 Actuated g/C Ratio 0.66 0.66 0.79 0.79 0.79 0.14 0.14 v/c Ratio 0.80 0.01 0.55 0.72 0.01 0.46 0.08 Control Delay 23.8 0.0 15.1 5.0 0.0 15.5 43.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 0.0 15.1 5.0 0.0 15.5 43.8 LOS C A B A A B D Approach Delay 23.5 6.5 15.5 43.8 Approach LOS C A B D Queue Length 50th(ft) 598 0 18 139 0 10 8 Queue Length 95th(ft) 759 0 m33 m149 m0 82 31 Internal Link Dist(ft) 1969 1720 266 200 Turn Bay Length(ft) 500 500 500 Base Capacity(vph) 1231 1071 348 1464 1250 347 194 Starvation Cap Reductn 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.01 0.53 0.70 0.01 0.46 0.08 intersection Summary ry . Area Type: Other Cycle Length: 150 Actuated Cycle Length:150 Offset:20(13%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.80 Intersection Signal Delay:14.3 Intersection LOS:B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 34:Golf Course Drive&Ivy Road t02 1-03 "004 f-- 06 08 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Sweet Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 4.7 40.2 0.37 33.1 B Farmington Drive II 45 45.7 8.0 53.7 0.52 34.8 B Golf Course Drive II 35 40.7 23.8 64.5 0.39 21.7 D Canterbury Road II 35 36.8 33.0 69.8 0.34 17.6 D US 29 SB Ramps II 35 15.4 11.7 27.1 0.12 16.3 E US 29 NB Ramps II 35 15.6 11.1 26.7 0.12 16.9 E Total II 189.7 92.3 282.0 1.87 23.8 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 6.1 19.4 0.11 19.7 D US 29 SB Ramps II 35 15.6 1.6 17.? 0.12 26.2 C Old Garth Road II 35 15.4 103.8 119.2 0.12 3.7 F II 35 36.8 5.0 41.8 0.34 29.4 B II 35 40.7 21.9 62.6 0.39 22.3 C UVA Health Center II 45 45.7 4.8 50.5 0.52 37.0 A Broomley Road II 45 35.5 8.6 44.1 0.37 30.2 B Total II 203.0 151.8 354.8 1.97 20.0 D Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Total Delay(hr) 92 Stops (#) 6872 Average Speed(mph) 20 Total Travel Time(hr) 187 Distance Traveled(mi) 3719 Fuel Consumed(gal) 261 Fuel Economy(mpg) 14.3 Unserved Vehicles(#) 76 Vehicles in dilemma zone(#) 419 Performance Index 110.9 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road AMR. 111111 Future Volume(vph) 1660 Control Delay/Veh(s/v) 9 Queue Delay/Veh(s/v) 0 Total Delay I Veh(s/v) 9 Total Delay(hr) 4 Stops/Veh 0.52 Stops (#) 855 Average Speed(mph) 20 Total Travel Time(hr) 9 Distance Traveled(mi) 189 Fuel Consumed(gal) 17 Fuel Economy(mpg) 10.8 CO Emissions(kg) 1.22 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 112 2: US 29 SB Ramps & Ivy Road Diution Al • Future Volume(vph) 1811 Control Delay/Veh(s/v) 11 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 11 Total Delay(hr) 5 Stops/Veh 0.42 Stops (#) 752 Average Speed(mph) 19 Total Travel Time(hr) 12 Distance Traveled(mi) 224 Fuel Consumed(gal) 18 Fuel Economy(mpg) 12.3 CO Emissions(kg) 1.27 NOx Emissions(kg) 0.25 VOC Emissions(kg) 0.29 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 51 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Future Volume(vph) 2837 Control Delay/Veh(slv) 65 Queue Delay/Veh(s/v) 3 Total Delay/Veh(slv) 67 Total Delay(hr) 53 Stops/Veh 0.78 Stops (#) 2223 Average Speed(mph) 7 Total Travel Time(hr) 67 Distance Traveled(mi) 489 Fuel Consumed(gal) 74 Fuel Economy(mpg) 6.6 CO Emissions(kg) 5.19 NOx Emissions(kg) 1.01 VOC Emissions(kg) 1.20 Unserved Vehicles(#) 76 Vehicles in dilemma zone(#) 47 4: Farmington Drive & Ivy Road Direction All Future Volume(vph) 1757 Control Delay/Veh(s/v) 21 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 21 Total Delay(hr) 10 Stops/Veh 0.57 Stops (#) 1000 Average Speed(mph) 20 Total Travel Time(hr) 23 Distance Traveled(mi) 446 Fuel Consumed(gal) 34 Fuel Economy(mpg) 13.3 CO Emissions(kg) 2.35 NOx Emissions(kg) 0.46 VOC Emissions(kg) 0.54 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 75 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Future Volume(vph) 1691 Control Delay I Veh(slv) 9 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 9 Total Delay(hr) 4 Stops/Veh 0.07 Stops (#) 125 Average Speed(mph) 30 Total Travel Time(hr) 13 Distance Traveled(mi) 404 Fuel Consumed(gal) 18 Fuel Economy(mpg) 22.3 CO Emissions(kg) 1.27 NOx Emissions(kg) 0.25 VOC Emissions(kg) 0.29 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 0 6: Ivy Road & UVA Health Center Dirn AN Future Volume(vph) 1652 Control Delay/Veh(s/v) 6 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 6 Total Delay(hr) 3 Stops I Veh 0.21 Stops (#) 347 Average Speed(mph) 37 Total Travel Time(hr) 17 Distance Traveled(mi) 628 Fuel Consumed(gal) 28 Fuel Economy(mpg) 22.8 CO Emissions(kg) 1.93 NOx Emissions(kg) 0.37 VOC Emissions(kg) 0.45 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 53 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 5 • ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road Future Volume(vph) 1587 Control Delay I Veh(slv) 7 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 7 Total Delay(hr) 3 Stops/Veh 0.40 Stops (#) 637 Average Speed(mph) 36 Total Travel Time(hr) 17 Distance Traveled(mi) 613 Fuel Consumed(gal) 31 Fuel Economy(mpg) 19.8 CO Emissions(kg) 2.17 NOx Emissions(kg) 0.42 VOC Emissions(kg) 0.50 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 44 34: Golf Course Drive & Ivy Road Direction on All Future Volume(vph) 2135 Control Delay/Veh(s/v) 14 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 14 Total Delay(hr) 8 Stops/Veh 0.44 Stops (#) 933 Average Speed(mph) 25 Total Travel Time(hr) 29 Distance Traveled(mi) 725 Fuel Consumed(gal) 41 Fuel Economy(mpg) 17.8 CO Emissions(kg) 2.86 NOx Emissions(kg) 0.56 VOC Emissions(kg) 0.66 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 37 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Number of intersections Control Delay I Veh(slv) 21 Queue Delay I Veh(slv) 1 Total Delay I Veh(slv) 22 Total Delay(hr) 92 Stops/Veh 0.45 Stops (#) 6872 Average Speed(mph) 20 Total Travel Time(hr) 187 Distance Traveled(mi) 3719 Fuel Consumed(gal) 261 Fuel Economy(mpg) 14.3 CO Emissions(kg) 18.24 NOx Emissions(kg) 3.55 VOC Emissions(kg) 4.23 Unserved Vehicles(#) 76 Vehicles in dilemma zone(#) 419 Performance Index 110.9 Boars Head TIA 7:45 am 11/17/2017 Scenario 2 PM Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 c 4- 4\ P Lane Group EBI EBR 1rBT NBL NBR Lane Configurations r + r Traffic Volume(vph) 1005 39 59 681 13 28 Future Volume(vph) 1005 39 59 681 13 28 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 1801 1531 1711 1801 1711 1531 FIt Permitted 0.161 0.950 Satd.Flow(perm) 1801 1531 290 1801 1711 1531 Right Turn on Red Yes Yes Satd.Flow(RTOR) 42 30 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1092 42 64 740 14 30 Shared Lane Traffic(%) Lane Group Flow(vph) 1092 42 64 740 14 30 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type Cl+Ex CI+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 -� f 4- 4\ lr Lary Group EST EBR 1NBL WBT RBI NM Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 86.0 86.0 14.0 100.0 20.0 20.0 Total Split(%) 71.7% 71.7% 11.7% 83.3% 16.7% 16.7% Maximum Green(s) 79.0 79.0 7.0 93.0 13.0 13,0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None Act Effct Green(s) 96.1 96.1 106.3 108.3 9.3 9.3 Actuated g/C Ratio 0.80 0.80 0.89 0.90 0.08 0.08 v/c Ratio 0.76 0.03 0.18 0.46 0.11 0.21 Control Delay 11.1 1.8 1.3 1.1 53.2 20.8 Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 1.8 1.3 1.2 53.2 20.8 LOS B A A A D C Approach Delay 10.8 1.2 31.1 Approach LOS B A C Queue Length 50th(ft) 682 2 5 67 10 0 Queue Length 95th(ft) 516 m5 m2 m15 32 30 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1441 1234 363 1625 213 217 Starvation Cap Reductn 0 0 0 81 0 0 Spillback Cap Reductn 25 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.03 0.18 0.48 0.07 0.14 Intersection Summary Area Type: Other Cycle Length:120 Actuated Cycle Length:120 Offset:6(5%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.76 Intersection Signal Delay:7.4 Intersection LOS:A Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Ednam Drive&Ivy Road -11102 • f01 4\04 MEI 06 • ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations " + r vi + V 4 4 Traffic Volume(vph) 0 1014 23 140 875 7 7 0 78 7 1 5 Future Volume(vph) 0 1014 23 140 875 7 7 0 78 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.876 0.946 FIt Protected 0.950 0.996 0.974 Satd.Flow(prot) 1801 1801 1531 1711 1801 1531 0 1571 0 0 1659 0 Flt Permitted 0.064 0.976 0.878 Satd.Flow(perm) 1801 1801 1531 115 1801 1531 0 1540 0 0 1496 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 100 36 100 6 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 1127 26 156 972 8 8 0 87 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1127 26 156 972 8 0 95 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex CI+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 f - Nt c I- 4s-- 4\ t P 1 4' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SW. SBT SBR Detector Phase 4 4 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 20.0 14.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split(s) 86.0 86.0 86.0 14.0 100.0 100.0 20.0 20.0 20.0 20.0 Total Split(%) 71.7% 71.7% 71.7% 11.7% 83.3% 83.3% 16.7% 16.7% 16.7% 16.7% Maximum Green(s) 79.0 79.0 79.0 7.0 93.0 93.0 13.0 13.0 13.0 13.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Act Effct Green(s) 80.9 80.9 94.9 94.9 94.9 15.1 15.1 Actuated g/C Ratio 0.67 0.67 0.79 0.79 0.79 0.13 0.13 v/c Ratio 0.93 0.02 0.74 0.68 0.01 0.34 0.08 Control Delay 14.6 0.0 34.4 10.1 0.0 11.9 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 0.0 34.4 10.1 0.0 11.9 35.7 LOS B A C B A B D Approach Delay 14.2 13.4 11.9 35.7 Approach LOS B B B D Queue Length 50th(ft) 92 0 52 309 0 0 6 Queue Length 95th(ft) m#1056 m0 m#101 573 m0 47 28 Internal Link Dist(ft) 1969 1720 266 200 Turn Bay Length(ft) 500 500 500 Base Capacity(vph) 1215 1065 210 1425 1219 281 193 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.02 0.74 0.68 0.01 0.34 0.08 Intiarsctian Summary Area Type: Other Cycle Length:120 Actuated Cycle Length:120 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:100 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.93 Intersection Signal Delay:13.9 Intersection LOS: B Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Splits and Phases: 34:Golf Course Drive&Ivy Road t02 c03 --PO4 F 06 08 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS UVA Health Center II 45 35.5 4.5 40.0 0.37 33.3 B Ednam Drive II 45 39.2 11.1 50.3 0.42 29.8 B Farmington Drive II 45 11.2 20.2 31.4 0.10 11.8 F Golf Course Drive II 35 40.7 14.6 55.3 0.39 25.3 C Canterbury Road II 35 36.8 3.0 39.8 0.34 30.8 B US 29 SB Ramps II 35 15.4 4.7 20.1 0.12 22.0 C US 29 NB Ramps II 35 15.6 7.4 23.0 0.12 19.6 D Total II 194.4 65.5 259.9 1.87 25.8 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.3 20.6 0.11 18.5 D US 29 SB Ramps II 35 15.6 1.9 17.5 0.12 25.7 C Old Garth Road II 35 15.4 28.1 43.5 0.12 10.2 F II 35 36.8 10.1 46.9 0.34 26.2 C II 35 40.7 21.4 62.1 0.39 22.5 C Ednam Drive II 45 11.2 1.1 12.3 0.10 30.0 B UVA Health Center II 45 39.2 9.6 48.8 0.42 30.7 B Broomley Road II 45 35.5 5.4 40.9 0.37 32.5 B Total II 207.7 84.9 292.6 1.97 24.3 C Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Number ofinterse;d9ns 8 Total Delay(hr) 54 Stops (#) 5895 Average Speed(mph) 25 Total Travel Time(hr) 154 Distance Traveled(mi) 3927 Fuel Consumed(gal) 237 Fuel Economy(mpg) 16.5 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 454 Performance Index 70.4 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Direction Future Volume(vph) 1622 Control Delay I Veh(s/v) 10 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 10 Total Delay(hr) 5 Stops/Veh 0.46 Stops (#) 747 Average Speed(mph) 20 Total Travel Time(hr) 10 Distance.Traveled(mi) 191 Fuel Consumed(gal) 18 Fuel Economy(mpg) 10.9 CO Emissions(kg) 1.23 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 50 2: US 29 SB Ramps & Ivy Road Direction AN Future Volume(vph) 1496 Control Delay/Veh(slv) 4 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 4 Total Delay(hr) 2 Stops/Veh 0.26 Stops (#) 396 Average Speed(mph) 26 Total Travel Time(hr) 7 Distance Traveled(mi) 184 Fuel Consumed(gal) 11 Fuel Economy(mpg) 16.2 CO Emissions(kg) 0.79 NOx Emissions(kg) 0.15 VOC Emissions(kg) 0.18 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 43 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road Dti4n All Future Volume(vph) 2370 Control Delay/Veh(slv) 19 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 19 Total Delay(hr) 13 Stops/Veh 0.42 Stops (#) 991 Average Speed(mph) 18 Total Travel Time(hr) 27 Distance Traveled(mi) 490 Fuel Consumed(gal) 35 Fuel Economy(mpg) 13.9 CO Emissions(kg) 2.46 NOx Emissions(kg) 0.48 VOC Emissions(kg) 0.57 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 81 4: Farmington Drive & Ivy Road Direction A� Future Volume(vph) 2034 Control Delay/Veh(s/v) 26 Queue Delay/Veh(s/v) 1 Total Delay/Veh(slv) 26 Total Delay(hr) 15 Stops/Veh 0.55 Stops (#) 1111 Average Speed(mph) 17 Total Travel Time(hr) 27 Distance Traveled(mi) 457 Fuel Consumed(gal) 39 Fuel Economy(mpg) 11.7 CO Emissions(kg) 2.73 NOx Emissions(kg) 0.53 VOC Emissions(kg) 0.63 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 74 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Dirt Al Future Volume(vph) 1825 Control Delay I Veh(slv) 7 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 7 Total Delay(hr) 4 Stops/Veh 0.32 Stops (#) 583 Average Speed(mph) 34 Total Travel Time(hr) 15 Distance Traveled(mi) 516 Fuel Consumed(gal) 28 Fuel Economy(mpg) 18.7 CO Emissions(kg) 1.92 NOx Emissions(kg) 0.37 VOC Emissions(kg) 0.45 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 46 6: Ivy Road & UVA Health Center Duectron AN Future Volume(vph) 1774 Control Delay/Veh(s/v) 7 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 7 Total Delay(hr) 4 Stops/Veh 0.28 Stops (#) 505 Average Speed(mph) 36 Total Travel Time(hr) 19 Distance Traveled(mi) 675 Fuel Consumed(gal) 32 Fuel Economy(mpg) 21.2 CO Emissions(kg) 2.23 NOx Emissions(kg) 0.43 VOC Emissions(kg) 0.52 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 44 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road t Future Volume(vph) 1678 Control Delay/Veh(slv) 10 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 10 Total Delay(hr) 5 Stops/Veh 0.38 Stops (#) 637 Average Speed(mph) 33 Total Travel Time(hr) 20 Distance Traveled(mi) 655 Fuel Consumed(gal) 33 Fuel Economy(mpg) 19.8 CO Emissions(kg) 2.31 NOx Emissions(kg) 0.45 VOC Emissions(kg) 0.54 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 31 34: Golf Course Drive & Ivy Road Melon l Future Volume(vph) 2159 Control Delay/Veh(slv) 14 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 14 Total Delay(hr) 8 Stops/Veh 0.43 Stops (#) 925 Average Speed(mph) 25 Total Travel Time(hr) 30 Distance Traveled(mi) 757 Fuel Consumed(gal) 42 Fuel Economy(mpg) 18.1 CO Emissions(kg) 2.93 NOx Emissions(kg) 0.57 VOC Emissions(kg) 0.68 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 85 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals Number of Intersections B, Control Delay/Veh(s/v) 13 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 13 Total Delay(hr) 54 Stops/Veh 0.39 Stops (#) 5895 Average Speed(mph) 25 Total Travel Time(hr) 154 Distance Traveled(mi) 3927 Fuel Consumed(gal) 237 Fuel Economy(mpg) 16.5 CO Emissions(kg) 16.60 NOx Emissions(kg) 3.23 VOC Emissions(kg) 3.85 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 454 Performance Index 70.4 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 AM Peak Synchro 9 Report VHB Page 7 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 ~ 4\ t Lane Grove EBT EBR WBt. WV tom. NOR Lane Configurations + r ' + r Traffic Volume(vph) 705 27 35 866 30 28 Future Volume(vph) 705 27 35 866 30 28 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 360 200 0 0 Storage Lanes 1 1 1 1 Taper Length(ft) 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 1801 1531 1711 1801 1711 1531 Flt Permitted 0.290 0.950 Satd. Flow(perm) 1801 1531 522 1801 1711 1531 Right Turn on Red Yes Yes Satd.Flow(RTOR) 29 30 Link Speed(mph) 45 45 25 Link Distance(ft) 464 542 589 Travel Time(s) 7.0 8.2 16.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 766 29 38 941 33 30 Shared Lane Traffic(%) Lane Group Flow(vph) 766 29 38 941 33 30 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 9 15 15 9 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector(ft) 100 20 20 100 20 20 Trailing Detector(ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 1 ATTACHMENT J Lanes, Volumes, Timings 5: Ednam Drive & Ivy Road 11/17/2017 c ~ 4 w �e Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 14.0 20.0 20.0 20.0 Total Split(s) 96.0 96.0 14.0 110.0 20.0 20.0 Total Split(%) 73.8% 73.8% 10.8% 84.6% 15.4% 15.4% Maximum Green(s) 89.0 89.0 7.0 103.0 13.0 13.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None Act Effct Green(s) 102.2 102.2 112.4 113.4 10.4 10.4 Actuated gIC Ratio 0.79 0.79 0.86 0.87 0.08 0.08 v/c Ratio 0.54 0.02 0.07 0.60 0.24 0.20 Control Delay 7.0 1.4 0.3 1.0 60.0 21.0 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 7.0 1.4 0.3 1.2 60.0 21.0 LOS A A A A E C Approach Delay 6.8 1.1 41.4 Approach LOS A A D Queue Length 50th(ft) 176 1 1 17 27 0 Queue Length 95th(ft) 358 m10 m1 m15 61 31 Internal Link Dist(ft) 384 462 509 Turn Bay Length(ft) 360 200 Base Capacity(vph) 1416 1210 533 1571 197 203 Starvation Cap Reductn 0 0 0 122 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.02 0.07 0.65 0.17 0.15 Intersection Summery Area Type: Other Cycle Length: 130 Actuated Cycle Length:130 Offset:102(78%),Referenced to phase 2:EBT and 6:WBTL,Start of Green Natural Cycle:70 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.60 Intersection Signal Delay:5.0 Intersection LOS:A Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Ednam Drive&Ivy Road col !-0'02(R) 41I04 4- 06 • ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Lane Group EBL EBT EEO WBL WBT WBR Net. $BT . Nee ' Sal eel . SIM Lane Configurations li + " ) + r 4 4> Traffic Volume(vph) 0 863 10 167 928 8 10 0 135 7 1 5 Future Volume(vph) 0 863 10 167 928 8 10 0 135 7 1 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 500 500 500 0 0 0 0 Storage Lanes 1 1 1 1 0 0 0 0 Taper Length(ft) 100 100 100 100 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.874 0.946 Flt Protected 0.950 0.997 0.974 Satd. Flow(prot) 1801 1801 1531 1711 1801 1531 0 1569 0 0 1659 0 Flt Permitted 0.135 0.981 0.774 Satd.Flow(perm) 1801 1801 1531 243 1801 1531 0 1544 0 0 1318 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 92 34 150 6 Link Speed(mph) 35 35 30 30 Link Distance(ft) 2049 1800 346 280 Travel Time(s) 39.9 35.1 7.9 6.4 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 Adj.Flow(vph) 0 959 11 186 1031 9 11 0 150 8 1 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 959 11 186 1031 9 0 161 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex CI+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 3 ATTACHMENT J Lanes, Volumes, Timings 34: Golf Course Drive & Ivy Road 11/17/2017 Lane Group EBL EBT EBR WBL . WBT WBR NBL NBT NBR SBL SBT SBft Detector Phase 4 4 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split(s) 20.0 20.0 20.0 14.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split(s) 93.0 93.0 93.0 17.0 110.0 110.0 20.0 20.0 20.0 20.0 Total Split(%) 71.5% 71.5% 71.5% 13.1% 84.6% 84.6% 15.4% 15.4% 15.4% 15.4% Maximum Green(s) 86.0 86.0 86.0 10.0 103.0 103.0 13.0 13.0 13.0 13.0 Yellow Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Act Effct Green(s) 85.0 85.0 101.9 101.9 101.9 18.1 18.1 Actuated g/C Ratio 0.65 0.65 0.78 0.78 0.78 0.14 0.14 v/c Ratio 0.81 0.01 0.57 0.73 0.01 0.47 0.08 Control Delay 19.5 0.0 16.9 4.4 0.0 14.8 39.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 0.0 16.9 4.4 0.0 14.8 39.4 LOS B A B A A B D Approach Delay 19.3 6.2 14.8 39.4 Approach LOS B A B D Queue Length 50th(ft) 372 0 16 109 0 8 7 Queue Length 95th(ft) m449 m0 m41 m118 m0 77 30 Internal Link Dist(ft) 1969 1720 266 200 Turn Bay Length(ft) 500 500 500 Base Capacity(vph) 1219 1066 325 1454 1243 343 188 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.01 0.57 0.71 0.01 0.47 0.08 Intersection Summary Area Type: Other Cycle Length:130 Actuated Cycle Length:130 Offset: 17 (13%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.81 Intersection Signal Delay:12.4 Intersection LOS: B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 34:Golf Course Drive&Ivy Road t02 • ©3 - 4 4- 06 08 ATTACHMENT J Arterial Level of Service 11/20/2017 Arterial Level of Service: EB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) spied. LOS UVA Health Center II 45 35.5 3.5 39.0 0.37 34.1 B Ednam Drive II 45 39.2 7.0 46.2 0.42 32.5 B Farmington Drive II 45 11.2 4,2 15.4 0.10 24.0 C Golf Course Drive II 35 40.7 19.5 60.2 0.39 23.2 C Canterbury Road II 35 36.8 23.8 60.6 0.34 20.3 D US 29 SB Ramps II 35 15.4 9.8 25.2 0.12 17.6 D US 29 NB Ramps II 35 15.6 3.3 18.9 0.12 23.8 C Total II 194.4 71.1 265.5 1.87 25.3 C Arterial Level of Service: WB Ivy Road Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS US 29 NB Ramps II 35 13.3 7.9 21.2 0.11 18.0 D US 29 SB Ramps II 35 15.6 1.1 16.7 0.12 26.9 C Old Garth Road II 35 15.4 93.6 109.0 0.12 4.1 F II 35 36.8 4.4 41.2 0.34 29.8 B II 35 40.7 23.9 64.6 0.39 21.6 D Ednam Drive II 45 11.2 1.0 12.2 0.10 30.3 B UVA Health Center II 45 39.2 7.0 46.2 0.42 32.5 B Broomley Road II 45 35.5 1.9 37.4 0.37 35.6 A Total II 207.7 140.8 348.5 1.97 20.4 D Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 1 ATTACHMENT J Measures of Effectiveness 11/20/2017 Network Totals Norm of lnt rsections 8 Total Delay(hr) 83 Stops (#) 5842 Average Speed(mph) 21 Total Travel Time(hr) 178 Distance Traveled(mi) 3719 Fuel Consumed(gal) 245 Fuel Economy(mpg) 15.2 Unserved Vehicles(#) 84 Vehicles in dilemma zone(#) 381 Performance Index 99.0 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 2 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 1: US 29 NB Ramps & Ivy Road Direction AU Future Volume(vph) 1660 Control Delay I Veh(slv) 8 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 8 Total Delay(hr) 4 Stops/Veh 0.40 Stops (#) 666 Average Speed(mph) 21 Total Travel Time(hr) 9 Distance Traveled(mi) 189 Fuel Consumed(gal) 16 Fuel Economy(mpg) 12.0 CO Emissions(kg) 1.10 NOx Emissions(kg) 0.21 VOC Emissions(kg) 0.25 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 80 2: US 29 SB Ramps & Ivy Road inn AN Future Volume(vph) 1811 Control Delay/Veh(slv) 9 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 9 Total Delay(hr) 5 Stops/Veh 0.40 Stops (#) 726 Average Speed(mph) 20 Total Travel Time(hr) 11 Distance Traveled(mi) 224 Fuel Consumed(gal) 18 Fuel Economy(mpg) 12.8 CO Emissions(kg) 1.23 NOx Emissions(kg) 0.24 VOC Emissions(kg) 0.28 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 47 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 3 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 3: Canterbury Road/Old Garth Road & Ivy Road p Ai Future Volume(vph) 2837 Control Delay/Veh(slv) 61 Queue Delay/Veh(slv) 0 Total Delay/Veh(slv) 61 Total Delay(hr) 48 Stops/Veh 0.73 Stops (#) 2078 Average Speed(mph) 8 Total Travel Time(hr) 62 Distance Traveled(mi) 489 Fuel Consumed(gal) 69 Fuel Economy(mpg) 7.1 CO Emissions(kg) 4.84 NOx Emissions(kg) 0.94 VOC Emissions(kg) 1.12 Unserved Vehicles(#) 84 Vehicles in dilemma zone(#) 57 4: Farmington Drive & Ivy Road Dinl ctiort AN Future Volume(vph) 1757 Control Delay/Veh(s/v) 23 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 23 Total Delay(hr) 11 Stops/Veh 0.37 Stops (#) 651 Average Speed(mph) 19 Total Travel Time(hr) 23 Distance Traveled(mi) 446 Fuel Consumed(gal) 31 Fuel Economy(mpg) 14.5 CO Emissions(kg) 2.14 NOx Emissions(kg) 0.42 VOC Emissions(kg) 0.50 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 62 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 4 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 5: Ednam Drive & Ivy Road Direction AN Future Volume(vph) 1691 Control Delay/Veh(s/v) 5 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 5 Total Delay(hr) 2 Stops/Veh 0.17 Stops (#) 283 Average Speed(mph) 35 Total Travel Time(hr) 11 Distance Traveled(mi) 404 Fuel Consumed(gal) 19 Fuel Economy(mpg) 21.5 CO Emissions(kg) 1.32 NOx Emissions(kg) 0.26 VOC Emissions(kg) 0.31 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 25 6: Ivy Road & UVA Health Center Direction AA Future Volume(vph) 1652 Control Delay/Veh(s/v) 8 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 8 Total Delay(hr) 4 Stops/Veh 0.29 Stops (#) 480 Average Speed(mph) 35 Total Travel Time(hr) 18 Distance Traveled(mi) 628 Fuel Consumed(gal) 30 Fuel Economy(mpg) 21.1 CO Emissions(kg) 2.08 NOx Emissions(kg) 0.41 VOC Emissions(kg) 0.48 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 47 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 5 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 7: Private Drive/Broomley Road & Ivy Road • Future Volume(vph) 1587 Control Delay/Veh(slv) 4 Queue Delay/Veh(s/v) 0 Total Delay/Veh(slv) 4 Total Delay(hr) 2 Stops/Veh 0.15 Stops (#) 237 Average Speed(mph) 39 Total Travel Time(hr) 16 Distance Traveled(mi) 613 Fuel Consumed(gal) 25 Fuel Economy(mpg) 24.4 CO Emissions(kg) 1.75 NOx Emissions(kg) 0.34 VOC Emissions(kg) 0.41 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 17 34: Golf Course Drive & Ivy Road Direction All Future Volume(vph) 2135 Control Delay/Veh(s/v) 12 Queue Delay/Veh(s/v) 0 Total Delay/Veh(s/v) 12 Total Delay(hr) 7 Stops/Veh 0.34 Stops (#) 721 Average Speed(mph) 26 Total Travel Time(hr) 28 Distance Traveled(mi) 725 Fuel Consumed(gal) 38 Fuel Economy(mpg) 18.9 CO Emissions(kg) 2.68 NOx Emissions(kg) 0.52 VOC Emissions(kg) 0.62 Unserved Vehicles(#) 0 Vehicles in dilemma zone(#) 46 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 6 ATTACHMENT J Detailed Measures of Effectiveness 11/20/2017 Network Totals NtieberofIRW4004* Control Delay/Veh(s/v) 20 Queue Delay/Veh(slv) 0 Total Delay/Veh(s/v) 20 Total Delay(hr) 83 Stops/Veh 0.39 Stops (#) 5842 Average Speed(mph) 21 Total Travel Time(hr) 178 Distance Traveled(mi) 3719 Fuel Consumed(gal) 245 Fuel Economy(mpg) 15.2 CO Emissions(kg) 17.15 NOx Emissions(kg) 3.34 VOC Emissions(kg) 3.97 Unserved Vehicles(#) 84 Vehicles in dilemma zone(#) 381 Performance Index 99.0 Boars Head TIA 7:45 am 11/17/2017 Scenario 3 PM Synchro 9 Report VHB Page 7 ATTACHMENT J Revised Exhibit G Boar's Head Sports Club ZMA 2017-00010 Proffer Statement ATTACHMENT K DRAFT April 30, 2018 BOAR'S HEAD SPORTS CLUB ZMA 2017-00010 PROFFER STATEMENT Date: April 30, 2018 ZMA#: ZMA 2017-00010 Tax Map Parcel#: 059D2-01-00-01500 Owners of Record: University of Virginia Host Properties,Inc. Date of Proffer Signature: , 2018 The following parcel is subject to rezoning application ZMA 2017-00010(the"Application") and thus to this proffer statement:Tax Map Parcel 059D2-01-00-01500(the"Property"). The Applicant and owner of the Property is University of Virginia Host Properties,Inc.(the"Owner"). This proffer statement shall supersede and replace in all respects the proffer statement approved by the Board of Supervisors in connection with ZMA-2004-0015. The Owner hereby voluntarily proffers that if the Albemarle County Board of Supervisors acts to approve the Application,as requested,the Owner and its successors and assigns shall develop the Property in accord with the following proffers pursuant to Section 15.2-2298 of the Code of Virginia, 1950,as amended,and pursuant to Section 33.3 of the Albemarle County Zoning Ordinance.These conditions are voluntarily proffered as part of the Application,and the Owner acknowledges that(1)the rezoning itself gives rise to the need for the conditions;and(2)such conditions have a reasonable relation to the rezoning requested. In the event the Application is denied the proffers shall immediately be null and void and of no further force or effect. 1. Development of the Property shall be in general accord with the plan entitled "Application Plan"prepared by Dewberry Engineers,Inc.,dated March 1,2018,containing one(1) page,and attached hereto as Exhibit A(the"Application Plan").The Application Plan shall not be construed to prohibit the realignment of the 14 existing outdoor tennis courts,subject to existing provisions of the Albemarle County zoning ordinance,provided that the courts remain in the area marked"Outdoor Tennis Courts"shown on the Application Plan. The Owner reserves the right to develop the Property in phases. 2. Within the Property, only the following uses shall be permitted by right, subject always to the express terms of this proffer statement: a. Pursuant to subsection 24.2.1 of Section 24,HC highway commercial zoning district,of the Albemarle County Zoning Ordinance, as those regulations exist on March 19, 2018, as set forth below: Section 24.2.1 numbers 6, 20, 35, 36, 37,41, 42, 44, and 45. ATTACHMENT K DRAFT April 30,2018 b. Pursuant to subsection 22.2.1 of Section 22, C-1 Commercial zoning district,of the Albemarle County Zoning Ordinance,as those regulations exist on March 19, 2018,as set forth below: Section 22.2.1 numbers b.4, b.8, b.17, b.18, b.19,b.24, b.26, and b.27. The by-right uses of the Property that are permitted pursuant to sections 24.2.1 and 22.2.1 and pursuant to this Proffer Statement are shown below without strikethrough. Uses which will not be permitted on the Property(subject always to the express terms of this proffer statement) have been indicated by strikethrough. 24.2.1 BY RIGHT The following uses shall be permitted in any H-C district subject to the requirements and limitations of these regulations. The zoning administrator, after consultation with the director of planning and other appropriate officials, may permit as a use by right, a use not specifically permitted;provided that such use shall be similar to uses permitted by right in general character and more specifically, similar in terms of locational requirements, operational characteristics, visual impact and traffic generation. Appeals from the zoning administrator's decision shall be as generally provided in section 34.0. 1. Automobile laundries 2. Automobile truck re shop 3. Automobile service stations(reference 5.1.20). 4. 5. Churches, cemeteries. 6. Clubs, lodges (reference 5.1.02). 7. Conveniencest" e 8. Educational technical and trade school 9. Factory-outlet-sales elc ing a e-: 10. Feed a„d seed stores(ref renee G 1 22) 11. 12. . 13. Fir n ad statie s(ref e a t nm 14. Funeral-homes 15. s 16. Food a„d g, stores cluding s eh alty shops as bake.... 17. Home and business se a e a nds, e clea ing exteffn nator landscaping ..d et a ..d me 18. HafEtWaM 19. (healed 20. Hotels,motels and inns. 21. Fight-wafehousing, 22. Machin,..,a„d e ent sale. e e ed renter 23. Mobile tome and trailer sale., a d 24. . ATTACHMENT K DRAFT April 30,2018 25. Motor vehicle sales e e ..d rent..l 26. 27. 28. , 29. . 30. . 31. . 32. 33. Wayside-staand ble and a ultural produce(reference c 1 19) 34. Wholesale,1ist..ib„tion 35. Water,sewer,energy and communications distribution facilities. 36. Public uses(reference 5.1.12). 37. Temporary construction headquarters and temporary construction storage yards (reference 5.1.18). 38. Indoor theaters. 39. Heatingoil s les a^nd- tribution-(reference c ), 40. Temporary industrialized buildings (refrence c 4 ) 41. Uses permitted by right pursuant to subsection 22.2.1 of section 22.1, commercial, C-1. (Added 6-19-91; Amended 9-9-92). 42. Indoor athletic facilities. (Added 9-15-93). 43. Fa"merl 71 (A tided 1 0 1 1 95) resnrxcf a �@nC2-��4�-T-�rraacu-zv rr .�T 44. Stormwater management facilities shown on an approved final site plan or subdivision plat. (Added 10-9-02) 45. Tier I and Tier II personal wireless services facilities(reference 5.1.40). (Added 10-13-04) 46. 47. T ..bor tories/Desee..eh and Development/Experimental Testing. g. s floor a of v spesial-exereption-apprewd-by-the-beard-ef-supefvisers, 48. Tema.,.,fcturing/Pr cessingt ssembly/1~abricatie n,l Recycling. g. s floe,.., e 49. Sto,rage/ V-afeheusin /D:stributierdT„ „snort tion; g floor , efthe fleer_are„ oft e establ:shment m eed n 000 , e feet n site b.. al exception ed by the b0 rd of s vn.vvY�avaa uYYry vvu v� uaa. e 50. Drive through. ndows (refrence c 1 60) (n,laed 3 2 16) 22.2.1 BY RIGHT The following uses shall be permitted in any C-I district, subject to the requirements and limitations of these regulations.The zoning administrator,after consultation with the director of planning and other appropriate officials,may permit as a use by right,a use not specifically permitted; provided that such use shall be similar to uses permitted by right in general character and more ATTACHMENT K DRAFT April 30,2018 specifically, similar in terms of locational requirements,operational characteristics,visual impact and traffic generation.Appeals from the zoning administrator's decision shall be as generally provided in section 34.0. a The following retail sales and service establishments: 1. Antique,gift a el... etio „d craft•shops.. 2. . 3. hec ttee 4. Dreg-storeTpharmae 5. Florist 6. Feefl-ael-greeery-stores-ineluding-sueh-speeialty-sheps-as-bakeryreafielk dispensary .,d . nd be sho 7. Furniture „d he a pl: s (sale nd_t e) 8. ware-stem 9. . 10. , 11. Optical-goods, 12. Photographic-goods: 13. 14. Sperting--goad 15. 16. Farmers' markets(reference 5.1.47). 17. 17. r abe atoriesi- esea.ch and Develop .vent/Experimental Testing. g fl..o- a_a ef+he-o4ablishment-does-not-exeeed-47000-square-feet-per-siteprevided4hat-the gross-flo„«.,«ems of the ebli stash..e nt r e..e...,e ed 1 000 r e f et it„b. 18. Manufaeturi Preeessin !Ass rfibly/Famivastion and Recycling; g' ss floor of-theestablishment-dees-not-exeeed-43000-squafe-feet-per-siteprovided-that-the gross- e floor of the esteblishr ent m..y a eed A 000 a feet pe site by 19. Drivegh win { eferenee 5 60) !Added 3 2 l 6) b. The following services and public establishments: 1. , 2. lamer,beauty-shops, 3. , . 4. Clubs, lodges(reference 5.1.02). 5. 6. Fire and rescue squad stations(reference 5.1.09). 7. domes 8. Health spas. 9. Indoor-theaters: 10. Laundries,dry eleaners 1 1. r d« t( id d that ., attendant shall be o., d„ty at ll hours during operation), 12. Librariesr museums, ATTACHMENT K DRAFT April 30,2018 13. Nurseries, d (ref s t n6 14. 15. Taitorr e stress 16. Automobile service stations(re€erence-3.129). 17. Water, sewer, energy and communications distribution facilities. 18. Public uses(reference 5.1.12). 19. Temporary construction headquarters and temporary construction storage yards (reference 5.1.2). 20. Dwellings(reference 5.1.21). 21. (Repealed 4 3 13). 22. Automobile,truck o sho a clud: g body shy, 23. Temporary3ndustr ed--buildings (reference } 24. Indoor athletic facilities. (added 9-15-95) 25. (Repealed 5 5 10). 26. Stormwater management facilities shown on an approved final site plan or subdivision plat. (Added 10-9-02) 27. Tier I and Tier II personal wireless service facilities(reference 5.1.40). (Added 10-13-04) Notwithstanding that the above-referenced uses will not be permitted on the Property, this proffer statement shall not be interpreted to prohibit uses accessory to a health spa on the Property, which accessory uses shall expressly include, but not be limited to the following: indoor tennis courts, outdoor tennis courts,multi-sport courts, other recreational or fitness facilities, a restaurant, a snack bar, a "pro shop," administrative office space, locker rooms, and a child care facility. 3. Prior to the final approval of SDP 2004-00086, the Owner shall record the subdivision plat attached hereto as Exhibit B in the Clerk's Office of the Circuit Court of Albemarle County,Virginia,to combine the portion of tax map parcel 07500-00-00--'06300 shown on Exhibit BA as Parcel "X" containing 1.774 acres, with tax map parcel 059D2-01-00- 01500. THIS PROFFER HAS BEEN SATISFIED IN FULL. 4. Prior to issuance of a certificate of occupancy for the permanent use of the connector road that was approved for temporary use by SP-2017-23, the Owner shall submit for approval by the Zoning Administrator a current Event Management Plan to provide adequate parking for the public during periodic public events at the Property, and further designed to avoid or minimize public parking in adjacent and nearby residential areas during such public events. Such a plan shall include a commitment by the Owner to provide adequate event parking at the Birdwood Golf Course parking lot(with access to the Property either by shuttle service or on foot along the golf course cart paths, at the discretion of the Owner),the large surface parking lot at the northwest corner of Ednam Drive and Boar's Head Point,and/or in other parking areas controlled by the Owner or its affiliated entities, each in the discretion of the Owner given the expected attendance at each particular event. Such a plan will also provide for the use of shuttle services as necessary given the size and nature of a particular event, for the use of adequate signage directing the public to permitted parking areas, and the use of appropriate personnel to ATTACHMENT K DRAFT April 30, 2018 direct the public to such permitted parking areas and to discourage or prohibit public parking in adjacent and nearby residential areas. [SIGNATURE PAGE IMMEDIATELY FOLLOWS] WITNESS the following duly authorized signatures: UNIVERSITY OF VIRGINIA HOST PROPERTIES,INC. By: Printed Name: Title: 35631779_5 ATTACHMENT K DRAFT April 30,2018 ATTACHMENT K DRAFT April 30,2018 Exhibit"A" Application Plan (attached) 563[779 5 ATTACHMENT K DRAFT April 30, 2018 Exhibit"B" Subdivision Plat (attached) 35631779_5 ATTACHMENT K